43 results about "Shear displacement" patented technology

The invention belongs to the technical field of direct shear-seepage tests of rock joints, and discloses a numerical test method for direct shear-seepage of rock joints under different boundary conditions, which comprises the following steps of: establishing a joint surface numerical model by using finite element software, and performing tests for simulating joint shear mechanical behaviors by applying different boundary conditions. And the contact state and the opening distribution of the joint surface under different shear displacements are obtained, so that the shear stress evolution mechanism of the joint surface is better revealed, and the mechanical behavior of the rough joint surface in the shear process is accurately expressed. According to the method, the evolution law of mechanical properties in the joint shearing process can be reflected, the influence of shearing deformation on the joint seepage characteristics can be reflected, joint opening data distribution is imported into programming software to be processed, a joint seepage numerical model is constructed, then multi-physics field simulation analysis software is imported, and the joint seepage performance is improved. The flow velocity, the osmotic pressure and the streamline distribution characteristics in the flowing process are calculated, so that the joint permeability characteristics are analyzed.

The invention relates to the technical field of anchoring structure design, in particular to a method for determining the critical anchoring length of an anchor rod based on numerical simulation. Firstly, the critical anchoring length is determined, a short anchor rod pull-out test is conducted on site, a pull-out force and displacement curve of the anchor rod is obtained through the field test, the pull-out displacement curve is converted into the relation between shear stress and shear displacement through a formula, then numerical simulation is conducted, FLAC3D is selected for numerical simulation of the pull-out test, and the tensile strength of the anchor rod is improved. By increasing the nodes of the pile structure units and continuously increasing the drawing length of the anchor rod, a large number of tests do not need to be carried out on site, the influence of site environment and human factors on the determination of the anchoring length of the anchor rod does not need to be considered, manpower and material resources are saved, and the mechanical property of site surrounding rock is not destructed; and engineering can be well adapted.

An internal and external coupling shear resistance locking control system and monitoring method of tunnel surrounding rocks, comprises an internal shear resistance and monitoring system of tunnel surrounding rocks, an external shear resistance and monitoring system of tunnel surrounding rocks, a relative shear displacement monitoring system of the tunnel walls and the roof and floor layers, and an anchor agent installation system; holes are expanded in the anchor cable drilling holes passing through coal-rock interface areas of the coal walls and roof and floor rock layers to form shear misalignment tolerance cavities; monitoring pressure values of measuring bags and liquid discharge in the shear misalignment tolerance cavities to determine shear deformations of the shear misalignment tolerance cavities, monitoring forces on anchor cables, compensating pull rods and shear resistance steel strips, and adjusting the shear resistance of the anchor cable and steel belt through the compensation rod structure.

The invention relates to a concrete and rock mass bonding interface mechanical property in-situ test device and a test method. The method is suitable for the technical field of geotechnical engineering. According to the technical scheme, a concrete test block is poured on a rock mass; the test box is arranged around the concrete test block, and the test box is fixed on the rock mass; the shearing force loading mechanism is used for applying shearing force to the concrete test block in the front-back direction; the shear displacement acquisition mechanism is used for acquiring the shear displacement of the concrete test block; the normal force loading mechanism is used for applying normal force to the concrete test block through the pressing plate mechanism; the pressing plate mechanism comprises an upper pressing plate and a lower pressing plate, the upper pressing plate is connected with the normal force loading mechanism, the upper pressing plate can be movably pressed on the lower pressing plate along the front-back direction through a low-friction mechanism, and the lower pressing plate is adhered to the upper surface of the concrete test block; the normal displacement acquisition mechanism is used for acquiring the normal displacement of the concrete test block; and the data acquisition instrument is connected with the shear displacement acquisition mechanism and the normal displacement acquisition mechanism through data lines.

The invention discloses a loess-mudstone landslide sliding grading displacement measurement method and system, and the method comprises the following steps: collecting the multi-point displacement data of a landslide body, and carrying out the preprocessing of the data, and generating a standardized multi-measurement-point displacement data sequence; obtaining overall and local deformation states; extracting evolution trend, space consistency and sliding loss features to form a displacement feature set; inputting an improved continuous time hidden Markov landslide state model, and generating a sliding state evolution sequence; analyzing the evolution sequence to generate a grading judgment result; an included angle threshold method and a shear displacement gradient method are adopted to recognize a concave-convex body and a sliding belt, and a key area identification result is generated; and outputting a sliding grading judgment result, a displacement feature set and a key area identification result. According to the invention, fine grading identification of the landslide state and accurate locking of the key area are realized, and the accuracy and foresight of monitoring and early warning are improved.

The present invention relates to the technical field of material mechanics testing, specifically an automated testing system and method for the shear strength of mine backfill. The system includes: a critical state identification module that collects real-time data of the shear force and shear displacement of the mine backfill during the shear strength test of the mine backfill, converts it into a curve representation, calculates the gradient mutation points of the curve, and marks the key state change positions during the shear process with reference to the gradient mutation points to obtain the parameter characteristics at the moment of shear failure. In the present invention, by collecting the dynamic data of the shear force and shear displacement in real time and converting them into a shear curve, accurately calculating the gradient mutation points in the curve, marking the key state changes during the shear process, and identifying the critical state where the material changes from shear bearing capacity to structural instability, it provides a key basis for the analysis of the shear strength.

The application provides a method and device for predicting normal displacement of soft rock joint surface, electronic equipment and medium. The method comprises the following steps: firstly, determining residual shear dilation angle of the joint surface and displacement maximum value of the soft rock in the elastic stage; if the shear displacement is less than or equal to the displacement maximum value of the soft rock in the elastic stage, determining the first joint surface closure displacement according to the shear displacement and the shear closure coefficient, and obtaining the predicted joint surface normal displacement; if the shear displacement is greater than the displacement maximum value of the soft rock in the elastic stage, determining the opening displacement caused by the joint surface climbing effect according to the shear displacement, the normal stress, the residual shear dilation angle and the displacement maximum value of the soft rock in the elastic stage; determining the second joint surface closure displacement according to the opening displacement and the shear closure coefficient; and taking the sum of the opening displacement caused by the joint surface climbing effect and the second joint surface closure displacement as the predicted joint surface normal displacement. The application can predict the joint surface normal displacement according to the size of the shear displacement.

The present invention relates to a semi-analytical method for determining the fracture toughness and bridging stress of an end-load splitting mode of a composite material laminate, comprising the following steps: (1) designing and manufacturing a composite material specimen for an end-load splitting test; (2) carrying out a delamination test using a test device; (3) recording the test load and displacement to obtain the specimen flexibility; (4) measuring the initial delamination length of the specimen and the delamination length at unloading and the corresponding specimen flexibility to obtain expressions for the bending modulus and shear modulus; (5) deriving an expression for the fracture toughness; (6) deriving an expression for the shear displacement of the prefabricated crack tip; (7) fitting a relationship curve between the fracture toughness and the shear displacement of the prefabricated crack tip; (8) differentiating the relationship curve with respect to the shear displacement of the prefabricated crack tip to obtain the bridging stress; the semi-analytical method proposed in the present invention can be used to determine the fracture toughness and bridging stress in the end-load test of composite materials without the need to monitor the crack length in real time or design additional tests, thereby simplifying the test process, shortening the test cycle, and improving the accuracy of the measurement results.

The application discloses a kind of applied loess-mudstone landslide sliding grading displacement measurement method and system, including the following steps: collecting landslide body multi-point displacement data, pre-processing generates standardization multi-measurement point displacement data sequence;Obtain overall and local deformation state;Extract evolution trend, spatial consistency and sliding loss characteristics, form displacement feature set;Input improved continuous time hidden Markov landslide state model, generate sliding state evolution sequence;Analysis evolution sequence generates grading determination result;Adopt angle threshold method and shear displacement gradient method to identify concave-convex body and sliding zone, generate key area identification result;Output sliding grading determination result, displacement feature set and key area identification result.The application realizes landslide state fine grading identification and key area accurate locking, improves the accuracy and foresight of monitoring and early warning.

An internal and external coupling shear resistance locking control system and monitoring method of tunnel surrounding rocks, comprises an internal shear resistance and monitoring system of tunnel surrounding rocks, an external shear resistance and monitoring system of tunnel surrounding rocks, a relative shear displacement monitoring system of the tunnel walls and the roof and floor layers, and an anchor agent installation system; holes are expanded in the anchor cable drilling holes passing through coal-rock interface areas of the coal walls and roof and floor rock layers to form shear misalignment tolerance cavities; monitoring pressure values of measuring bags and liquid discharge in the shear misalignment tolerance cavities to determine shear deformations of the shear misalignment tolerance cavities, monitoring forces on anchor cables, compensating pull rods and shear resistance steel strips, and adjusting the shear resistance of the anchor cable and steel belt through the compensation rod structure.

The present invention discloses a method for calculating the dynamic safety factor of a slope based on the shear displacement of a large rock mass, comprising the following steps: establishing a relationship between shear stress τ and the total area S of the rock interface; constructing a shear constitutive model of a small-scale rock sample by combining the classic structural plane shear stress-displacement curve and the Weibull distribution; converting the parameters in the shear constitutive model of the small-scale rock sample into corresponding large-scale rock mass parameters to construct a shear constitutive model of the large-scale rock mass; and bringing the real-time shear displacement of the sliding body into the shear constitutive model of the large-scale rock mass to obtain the dynamic safety factor of the slope. The present invention constructs a new shear constitutive model of a large-scale rock mass, and based on the expression of the shear constitutive model of the large-scale rock mass, brings the shear displacement of the sliding body into the shear constitutive model of the large-scale rock mass, so that the shear displacement of the rock mass can be used to calculate the dynamic safety factor of the slope.

The application provides a kind of pipe network engineering construction period intelligent remote monitoring method and system, related to underground space engineering safety technical field.The application obtains the transient dynamics parameters such as pipe network interface shear displacement, displacement rate and soil pore water pressure around pipe, and constructs system state vector and control vector by combining with construction machinery and grouting system operation boundary parameter, accurately reflects real-time dynamics state of pipe network;With pipe-soil coupling dynamics state evolution equation as constraint, with the minimum pipe network state deviation and control energy consumption as target to construct Hamilton function, and based on the pontryagin principle to solve the optimal control solution, realize the rapid deduction and global optimal control decision of pipe network deformation trend;Finally, the synchronous control instruction of mechanical frequency reduction and grouting pressurization is generated, which can complete active collaborative intervention in a very short time when high-frequency shear impact occurs, inhibit the transient shear deformation of pipe network interface, avoid interface shear separation damage, and reduce control energy consumption.

The invention relates to a combined in-situ testing device for bearing characteristics and shearing characteristics of a ground medium, and belongs to the technical field of ground mechanics testing. And the bearing characteristic experiment of the soft ground medium can be independently carried out. At the moment, the combined frame is only connected with the vertical loading assembly through threads, the pressure subsidence characteristic of a soft ground medium can be tested in a disc loading mode, the pressure subsidence characteristics of track shoes of different structures can also be tested, and therefore the bearing performance of the different track shoes can be evaluated. And the in-situ test can also be carried out on the pressure subsidence-shearing shear displacement characteristics of the track shoe under the combined loading working condition of vertical loading and shearing loading.

The invention relates to a viscoelasticity parameter detection method and system, and the method comprises the steps: fixing a to-be-detected sample on a substrate, pressing a pressure head into the sample, and maintaining the pressure head; wherein the sample is made of a viscoelastic material, and the effective action area of the pressure head is smaller than the in-plane size of the sample; applying a tangential load to the pressure head at a preset rate until a preset loading amount is reached, wherein the tangential load comprises shear force or shear displacement; keeping the preset loading amount for a preset time to obtain a relation curve of the tangential response of the sample and the time; and converting the relation curve into parameters in a constitutive equation, and determining viscoelastic parameters of the sample according to the parameters in the constitutive equation. By using the method disclosed by the invention, the original sample can be directly detected, the step of additionally preparing the sample is avoided, the sensitivity to the Poisson's ratio is remarkably reduced, and the viscoelastic parameter detection precision is improved.

The invention discloses a coal and rock mass tension-shear deformation decoupling monitoring method, system and equipment based on a generalized equivalent geometric model and a medium, and relates to the field of coal mine rock mechanics monitoring, the method comprises the following steps: collecting a Brillouin frequency shift signal of each analysis unit to obtain the total optical fiber axial strain of each analysis unit; for any analysis unit, obtaining a real dislocation displacement vector to be determined according to the initial length and the deformation length; decomposing a real dislocation displacement vector to be determined into a projection component and equivalent shear displacement along the axial direction of the optical fiber; forming an equivalent right triangle model based on the initial length, the deformation length, the projection component along the axial direction of the optical fiber and the equivalent shear displacement; obtaining a tension-shear coupling equation based on the equivalent right triangle model; and based on the total axial strain of the optical fiber of the analysis unit, determining equivalent axial strain and equivalent shear displacement by adopting a tension-shear coupling equation. According to the method, accurate decoupling of the complex tension-shear deformation field of the coal and rock mass is realized.

This invention provides a numerical simulation method and system for irregular contact between the inner wall and lining of a pipeline. The method includes: first, establishing a three-dimensional model of the pipeline and the lining, assembling and positioning them, and extracting the inner wall of the pipeline and the outer wall of the lining as the contact interface, and establishing corresponding contact pairs; defining tangential contact properties for the contact pairs, specifying a user-defined friction subroutine, and setting user parameter arrays and state variable arrays; then, constructing an interface friction constitutive model based on the frictional physics mechanism of the contact interface; during the finite element incremental analysis, obtaining the current normal pressure, shear displacement increment, state variables, and user parameters through the user-defined friction subroutine, calculating the interface trial shear stress of the current incremental step, and determining the actual shear stress and corresponding tangential stiffness of the interface based on the contact state; and writing the historical relevant data of the current incremental step into the state variable array for subsequent incremental steps to call. This invention can more reasonably characterize the interface shear stress, slip state, and contact evolution process.

The invention belongs to the field of geotechnical engineering, and provides a soil-rock interface shear statistical damage constitutive model construction method considering interface slippage dynamic change, and the method comprises the following steps: S1, constructing a soil-rock interface shear test platform, preparing soil-rock interface samples under different normal stress, moisture content and shear rate conditions, carrying out a shear test under the hydraulic coupling effect to obtain an interface shear stress-shear displacement curve; step S2, based on a statistical damage theory and in combination with a traditional contact surface statistical damage constitutive model, deriving a thickness-free soil-rock interface statistical damage constitutive model considering residual strength so as to represent damage evolution characteristics of the interface in a shear slip process; and S3, based on the shear stress-shear displacement curve, performing parameter identification on the thickness-free soil-rock interface statistical damage constitutive model considering the residual strength, and determining mechanical parameters in the model. According to the method, the calculation stability is improved, optimization is performed in combination with test data, and the engineering applicability is improved.

The invention relates to a microcosmic test device and method for measuring shear friction and anti-torsion characteristics of a microcosmic contact interface. Independent test modules for torsion test and shear test can be realized. The microcosmic test device comprises a support platform, a test unit (a torsion unit and a shearing unit) and a rotating unit. Compared with the prior art, normal displacement, shear displacement, friction coefficient and torsion angle of a contact interface under the single or coupling action of normal force, tangential force, torque and the like at the micro-nano scale are realized, and the relationship between force-displacement and torque-rotation angle is established; the microcosmic contact mechanical properties of a particle aggregate, a particle-plane, a plane-plane, a cemented sample interface and the like can be accurately reflected.

This invention relates to the field of marine geotechnical engineering technology, and provides a method and system for monitoring the shear state of calcareous sand based on acoustic emission centroid frequency. The method includes conducting a ring shear test on the calcareous sand to obtain the shear stress-shear displacement curve during the shearing process; attaching an acoustic emission sensor to the loading plate of the ring shear tester and using an acoustic emission monitoring system to collect acoustic emission signals during the shearing process; performing impact detection on the acoustic emission signals and extracting the waveforms of the impact signals; calculating the average centroid frequency of all impact waveforms within each preset time period; and based on the change in the average centroid frequency, analyzing the micromechanical mechanism of shearing in the calcareous sand and providing early warning of shear zone development and failure. This method can monitor the shear state of calcareous sand throughout the entire process and can be used for early warning of shear failure in calcareous sand foundations and other sandy soil materials in marine engineering.

The invention provides a rock joint dynamic shear mechanical parameter testing device and method.The device comprises a shear box structure, a bidirectional hydraulic loading system and a dynamic loading system, the shear box structure comprises a high-temperature shear box and a sealed shear box, and the bidirectional hydraulic loading system comprises a normal loading structure and a tangential loading structure; the high-temperature shear box or the sealed shear box is arranged in the normal loading structure and the tangential loading structure, and the dynamic loading system applies dynamic loading to the bidirectional hydraulic loading system. When the dynamic shear test of the rock joint test piece is carried out, the condition that the rock joint can better fit the real environment of the rock mass under the real-time high-temperature and water pressure environment conditions can be considered respectively, so that the test result is more accurate. The dynamic shear stress, the dynamic shear displacement and the dynamic normal displacement can be accurately acquired and calculated, and the impact applied by the dynamic loading device can enable the shear rate of the rock joint to reach the magnitude of 10m / s, which is far better than that of the existing technical equipment.

The invention relates to the technical field of geological disaster monitoring, and particularly discloses an automatic geological disaster monitoring device which comprises a bottom plate, a mounting frame is fixedly connected to the top end of the bottom plate, a displacement monitoring unit and a positioning unit are arranged in the mounting frame, and a mounting table is fixedly connected to the top end of the mounting frame. An environmental parameter monitoring unit and an integrated displacement, environment, geomechanics and other multi-dimensional monitoring unit are arranged on the upper side of the mounting table, so that the stability state of a geologic body is comprehensively reflected, and the limitation of single parameter monitoring is avoided; through a distributed optical fiber sensor, a GPS positioning module, a tilt angle sensor, a rainfall sensor, a temperature and humidity sensor, a soil pressure sensor, a pore water pressure sensor, a shear displacement sensor and the like, information in multiple aspects such as displacement, environmental parameters and geomechanical parameters of a geologic body can be acquired at the same time, so that the stability of the geologic body is evaluated more accurately and comprehensively; and a more reliable basis is provided for early warning of geological disasters.

This application provides a design method for roughening treatment of concrete slabs, which includes: determining the roughening treatment method for the concrete slab layer; determining the design parameters for different roughening treatment methods; and calculating the area roughening coefficient μ of the concrete slab. S ; Determine the type and amount of waterproof adhesive layer Q n ; Calculate the design value τ of inter-story shear strength s The process involves determining whether the design value of the interlayer shear strength is greater than or equal to the minimum interlayer shear strength. If the design value is greater than or equal to the minimum interlayer shear strength, the roughening design of the concrete slab is completed. If the design value is less than the minimum interlayer shear strength, the above steps are repeated until the requirement that the design value is greater than or equal to the minimum interlayer shear strength is met. This method allows for precise control of the roughening treatment quality of concrete slabs in rigid-flexible composite long-life pavements before construction, thereby ensuring that the interlayer shear strength meets design requirements and avoiding defects such as interlayer shear displacement, asphalt layer shoving, and shoving.

This invention belongs to the field of power technology and discloses a prefabricated rock anchor foundation for transmission lines, comprising a prefabricated base plate, prefabricated side plates, connecting steel plates, connectors, and anchor bolts; its key feature is that it also includes longitudinal reinforcement, grouting holes, anchor bolts, prefabricated upper main columns, adjusting nuts, prefabricated lower main columns, concrete dripping, steel mesh, and mortar. This invention has the following main beneficial technical effects: it defines damage variables and plastic shear displacement relationships to simulate the shear stress and shear displacement relationships of the contact surface under different shear slip models; through single-anchor simulation tests, it verifies that the tabular damage evolution form of bonded contact can effectively reflect the residual shear strength characteristics still existing after contact interface damage, and the tabular damage evolution form is closer to the actual situation than the simulation results; overall simulation was conducted, and by analyzing the bearing capacity of each stage of the foundation and the stress conditions of each component, the reliability and rationality of the modeling method were verified.

The invention discloses a visual test device for the shearing-seepage process of a shale filled rock joint, and relates to the field of rock engineering mechanical property testing and seepage physical simulation. A loading module in the device is used for applying a normal load and a shearing displacement load to a rock sample; the shear seepage box is used for accommodating a rock sample; the seepage water control module is used for providing seepage water for cracks of the rock sample; the multi-camera imaging module comprises a plurality of top cameras and a plurality of side cameras; the image fusion resolving module is used for performing image calibration, image synthesis, recognition of seepage channels in the images and particle migration analysis according to the images of the different sub-regions of the observation surface and the side observation image of the observation surface to obtain an evolution result of the seepage process; under the condition of simulating in-situ complex stress (normal and shearing), multi-view, whole-process and high-fidelity optical visual observation and image resolving analysis of the shearing-seepage coupling process of the argillaceous filling joint fissures can be realized.

The utility model relates to an in-situ test device for mechanical properties of a concrete and rock mass bonding interface. The method is suitable for the technical field of geotechnical engineering. According to the technical scheme, a concrete test block is poured on a rock mass; the test box is arranged around the concrete test block, and the test box is fixed on the rock mass; the shearing force loading mechanism is used for applying shearing force to the concrete test block in the front-back direction; the shear displacement acquisition mechanism is used for acquiring the shear displacement of the concrete test block; the normal force loading mechanism is used for applying normal force to the concrete test block through the pressing plate mechanism; the pressing plate mechanism comprises an upper pressing plate and a lower pressing plate, the upper pressing plate is connected with the normal force loading mechanism, the upper pressing plate can be movably pressed on the lower pressing plate along the front-back direction through a low-friction mechanism, and the lower pressing plate is adhered to the upper surface of the concrete test block; the normal displacement acquisition mechanism is used for acquiring the normal displacement of the concrete test block; and the data acquisition instrument is connected with the shear displacement acquisition mechanism and the normal displacement acquisition mechanism through data lines.

The invention provides a tool structure and a test method for anchoring a fractured rock mass tension-shear-torsion sample, and belongs to the technical field of performance testing of new anchoring materials. The sample comprises a tension-torsion block, a shearing block and an anchor rod structure, the tension-torsion block is in a cuboid shape, a center shaft of the tension-torsion block is provided with a through drill hole, the hole wall is provided with a spiral groove, the shearing block is in a cuboid shape, the surface of the shearing block is provided with two grooves, and the depths and the widths of the grooves are equal. And the anchor rod structure is fixed on the tension-torsion block and the shearing block in an anchoring manner to form an anchored fractured rock mass tension-shear-torsion sample. A tool assembly matched with the structure of a sample is adopted, the sample is installed on a testing machine to be subjected to a tension-shear-torsion synchronous loading test, and key parameters such as a tensile load, a tensile displacement, a shear load, a shear displacement, a torsion load and a torsion angle can be recorded in real time. The test method ensures that the sample can simultaneously bear loads in all directions in the loading process, and interference and mutual influence between the loads are effectively avoided.

A creep and fatigue equivalent test and analysis method for reconstructing fracture shear seepage, comprising the following steps: (1) preparing a master sample of a fractured rock specimen, and performing fracture morphology scanning and internal CT scanning to extract geometric feature data; (2) preparing multiple sub-samples based on the geometric feature data by using fracture surface carving and 3D printing technology; (3) performing direct shear tests on the master sample and some sub-samples, comparing the degree of agreement between stress-strain test curves, and verifying the preparation method of the sub-samples; (4) performing a shear seepage test on the sub-samples, and analyzing the shear stress-shear displacement-time curve; (5) performing a shear seepage creep test on the sub-samples, and analyzing the shear stress-shear displacement-time curve; (6) performing a shear seepage fatigue test on the sub-samples, and analyzing the shear stress-shear displacement-time curve; (7) comparing and analyzing the results of the creep test and the fatigue test, equivalent damage variables are obtained, a method for replacing the creep test with the fatigue test is obtained, and the fatigue long-term strength is calculated.

The present application belongs to the field of geotechnical test, and provides a shear stress correction method for large-scale direct shear test of different size cylindrical samples, which is based on a large-scale direct shear apparatus for different size cylindrical samples, according to the structural features of a shear box and the test principle of the direct shear test, the stress condition of the shear box is determined, the horizontal static equilibrium equation of the shear surface is determined by using the relevant theory of statics, the change condition of the actual shear area of the shear box is derived, the shear stress correction formula for the large-scale direct shear test of different size samples is further derived, the test error is eliminated, and the relationship curve between the corrected shear displacement and the shear stress is established, so that the shear strength of the soil body is accurately determined.

The invention provides a balancing device, a clamp and a method for a high-temperature and high-pressure true triaxial large-displacement shear experiment, and belongs to the technical field of high-temperature and high-pressure rock mechanics experiments. The balancing device comprises a connector and a flexible shell. And a liquid channel is arranged in the joint. And a cavity is formed in the flexible shell. And the flexible shell is hermetically connected with the joint. The liquid channel is communicated with the cavity. And the confining pressure medium can enter the cavity through the liquid channel. The side, away from the connector, of the flexible shell is used for abutting against the rock sample so as to balance bending moment generated by normal stress in the shearing process. The balancing device for the high-temperature and high-pressure true triaxial large-displacement shear experiment can balance the moment of force generated by normal stress along with shear displacement in the shear experiment process, and the large-displacement shear experiment is achieved.