36 results about "Cyclic shear" patented technology

The invention discloses a large-scale visualized direct shear test device and method for geosynthetics. The device comprises a main frame, an upper shear box, a lower shear box, a normal cyclic loading system, a horizontal cyclic shear loading system, a data acquisition system and a visualized monitoring system. The direct shear test device is characterized in that the direct shear test device can perform normal and horizontal cyclic loading at the same time, and normal stress with different frequencies and amplitudes can be applied according to needs to simulate a test of the characteristics of the reinforcement-soil interface under the cyclic loading effect; one side wall of the upper shear box and one side wall of the lower shear box are transparent observation windows, and a high-speed camera and a digital image analysis method are combined, so that the shear band evolution process can be visually observed and quantitatively analyzed; the shear box is large in size, and the size effect is effectively overcome. According to the invention, the interface characteristics under the cyclic load effect in the road engineering can be reflected more truly and comprehensively, the size and the function of the shear box are comprehensive, and the interface mechanical characteristics and the interaction mechanism under various working conditions can be simulated.

The embodiment of the invention provides a joint surface peak shear strength prediction method, device and equipment, a medium and a program product, and the method comprises the steps: scanning a protolith joint surface, and obtaining protolith joint point cloud data; acquiring a description function, and describing the distribution of the micro-convex bodies in the primary rock joint surface by combining the description function with the joint point cloud data; determining distribution function density and any normal stress; according to the initial peak shear and dilatancy angle in the initial state when cyclic shearing does not occur, the average value of the dip angles of the joint micro-convex bodies in actual contact is determined, and the peak shear and dilatancy angle during multiple times of cyclic shearing is determined; determining a peak shear strength prediction model of the joint surface according to the number of cyclic shear times; model calculation is simple, high-precision prediction can be achieved only through a small number of parameters, and the method is suitable for engineering application.

The invention relates to a saturated sand dynamic constitutive model construction method considering pore pressure fluctuation growth, which comprises the following steps: determining total pore water pressure including residual pore pressure component and transient pore pressure component, and constructing a normalized stress ratio skeleton curve independent of a pore pressure state; correcting the total pore water pressure to obtain corrected pore water pressure, and updating the average effective stress at the current moment by using the corrected pore water pressure; coupling the normalized stress ratio skeleton curve and the updated average effective stress to obtain a maximum shear stress value; the maximum shear stress value is used as a target state point, a dynamic virtual hysteretic curve is constructed, the stress-strain behavior of saturated sandy soil is described, accumulated damage and alternate shear shrinkage-shear expansion effects of a soil body in the cyclic loading process can be effectively considered, a pore pressure development curve and cyclic shear stress-strain response which better conform to the test rule are captured, and the test accuracy is improved. And a valuable tool is provided for evaluating the response and liquefaction strength of the saturated sand under the undrained cyclic loading condition.

The invention relates to the technical field of site saturated sandy soil liquefaction discrimination, in particular to a subway train shield tunnel underlying sandy soil layer liquefaction potential rapid assessment method based on vibration inversion, and solves the problem that the sandy soil liquefaction condition caused by subway train vibration loads cannot be assessed. The sandy soil liquefaction possibility of the target site under the action of subway train operation is rapidly and reliably evaluated, so that the requirement for early warning of liquefaction risks caused by subway vibration in the railway underpass shield tunnel engineering is met; according to the shear wave velocity Vs of the soil layer, the cycle resistance ratio CRR of the soil layer is determined; through vibration load inversion, the equivalent cyclic shear stress ratio (CSR) borne by the tunnel underlying soil layer is determined; when the equivalent cyclic shear stress ratio CSR is greater than the contrast soil layer cyclic resistance ratio CRR, the tunnel underlying layer has a liquefaction risk; otherwise, the tunnel underlying layer has no liquefaction risk.

The invention discloses a rock-fill particle cyclic shear test system and test method, and relates to the technical field of shear tests, the rock-fill particle cyclic shear test system comprises a test frame, a shear box assembly, a vertical loading device, a horizontal shear device and a data acquisition system. By adopting a rolling shaft structure, friction interference can be reduced, constant vertical stress can be accurately applied by combining the synergistic effect of a high-precision hydraulic pusher and a force transmission plate in the vertical loading device, and the horizontal shearing device can be used for shearing a workpiece through a second hydraulic pusher and a third hydraulic pusher. Dynamic simulation of a horizontal cyclic shear load under a complex stress path is realized, mechanical response of a rockfill body in an actual working condition is completely restored, a data acquisition system integrates a three-dimensional shear force sensor, a laser displacement sensor and a high-speed camera unit, a stress-displacement evolution process and particle motion mesoscopic characteristics can be synchronously captured, and the mechanical response of the rockfill body in the actual working condition is completely restored. And multi-dimensional coupling analysis can be realized in cooperation with a data processing terminal.

The utility model belongs to the technical field of hydraulic oil product performance evaluation equipment, and particularly relates to a hydraulic oil shearing stability evaluation device which comprises a hydraulic oil tank, a shearing module and a sampling module. And an oil outlet path is connected between the oil outlet end of the shearing module and the hydraulic oil tank. The testing principle of the shearing stability is that the hydraulic oil sample is circularly sheared within the testing time, and the viscosity of the hydraulic oil sample is measured after the testing time is up. According to the hydraulic oil shear stability evaluation device, the hydraulic oil tank, the oil inlet oil way, the shearing unit and the oil outlet oil way form the hydraulic oil way, in other words, the evaluation process of the shear stability is directly conducted in the hydraulic oil way, running-in of components for testing is not needed, and it can be seen that the test efficiency is greatly improved. And the test period of the shear stability is obviously shortened so as to realize rapid judgment of the shear stability.

The present invention relates to a method, device, and medium for calculating distributed pile-soil interaction damping for an offshore single pile foundation. The calculation method comprises: S1, obtaining a soil unit damping ratio-cyclic shear strain curve for a target site soil layer; S2, calculating the pile-soil interaction damping of the single pile foundation at the p-y spring level; S3, calculating the deformation of the single pile body along the depth direction under a target cyclic load amplitude; S4, obtaining the p-y spring reaction force based on the pile body displacement response and determining the corresponding damping ratio based on the horizontal displacement of each p-y spring, and calculating the secant stiffness of the corresponding p-y spring at the displacement amplitude; and S5, calculating the damping coefficient at the p-y spring level. Compared with the prior art, the present invention can take into account the actual soil layer distribution and the damping-strain characteristics of each soil layer, resulting in more accurate calculation results; the method is simple and easy to operate; and it can provide input for integrated wind turbine time-domain analysis software to explore the load-reducing effect of pile-soil interaction damping on the dynamic response of the wind turbine structure.

The application discloses a triaxial cyclic shearing seepage grouting integrated test device and method, which comprises a pressure chamber base, an integrated test mechanism, a cyclic dynamic load mechanism, a water pressure loading mechanism and a grouting mechanism, and symmetrically fixed pressure chamber support columns are arranged on the middle of the pressure chamber base, a confining pressure chamber is fixedly arranged above the pressure chamber support columns, a sample base is fixedly arranged at the middle of the bottom of the confining pressure chamber, a rubber protective sleeve is arranged on the sample base, a detachable pressure head is arranged in the upper end of the rubber protective sleeve, an axial pressure chamber is fixedly arranged above the confining pressure chamber, an axial pressure head is axially slidably arranged in the axial pressure chamber, the cyclic dynamic load mechanism is connected to one side of the axial pressure chamber, the water pressure loading mechanism is connected to one side of the confining pressure chamber, and the grouting mechanism is connected to the other side of the confining pressure chamber; the application can inject pressure-resistant oil into the axial pressure chamber and the confining pressure chamber through an oil tank, and can apply axial cyclic dynamic load and confining pressure through an axial pressure pump and a confining pressure pump, and the detachable pressure head and the sample base are both provided with water injection pipelines and grouting pipelines, so that integrated test can be realized.

The embodiment of the application provides a joint surface peak shear strength prediction method, device, equipment, medium and program product, the method comprises the following steps: scanning the original rock joint surface to obtain the original rock joint point cloud data; acquire a description function, and describe the distribution of microconvex bodies in the original rock joint surface by combining the joint point cloud data with the description function; determine the distribution function density and any normal stress; determine the average value of the actual contact joint microconvex body inclination according to the initial peak dilatancy angle of the initial state when no cyclic shear occurs, and determine the peak dilatancy angle when a plurality of cyclic shears occur; according to the number of cyclic shears, a peak shear strength prediction model of the joint surface is determined; the model is simple to calculate, can realize high-precision prediction only by a small number of parameters, and is suitable for engineering application.

The invention discloses an offshore wind power pile foundation surrounding soil damage state judgment method, which comprises the following steps: S1, carrying out a soil indoor cyclic load test to obtain a cyclic shear strain cumulative diagram; S2, obtaining complex wave force load data, and converting the data into a group of cyclic shear stress ratio data ranked from small to large; s2, finding a minimum cyclic shear stress ratio and a corresponding cyclic vibration frequency, and obtaining an equivalent cyclic vibration frequency corresponding to a next cyclic shear stress ratio based on the cyclic shear strain cumulative diagram obtained in S1; repeating the same operation until a final equivalent cycle vibration frequency corresponding to the maximum cycle shear stress ratio is obtained; s3, obtaining corresponding damage vibration times under different working conditions, and obtaining a damage vibration time contour map; s4, according to the average shear stress, finding a corresponding damage vibration frequency in the damage vibration frequency contour map obtained in S3; and comparing the final equivalent cycle vibration frequency with the damage vibration frequency, and judging whether the soil body is damaged or not. According to the method, the cost is reduced, the universality is high, and the precision can be ensured.

The invention relates to the technical field of stainless steel powder injection molding, in particular to stainless steel powder injection molding equipment and a preparation method.The stainless steel powder injection molding equipment comprises a mounting support and a filtering tank rotationally mounted on the mounting support, a guiding pipeline is fixedly mounted at the upper end of the filtering tank, and a heating connecting tank is fixedly mounted at the upper end of the guiding pipeline; a detachable upper cover is arranged at the upper end of the heating connecting tank, a discharging pipe is fixedly installed at the lower end of the filtering tank, and movable rotating columns are arranged in the filtering tank, the guiding pipeline, the heating connecting tank and the discharging pipe. Materials are turned over upwards through the inclined paddle structure to form a flow field direction opposite to that of the stirring rod, and the stirring rod and the paddle move oppositely to form a strong convection area at the junction of the heating connecting tank and the guide pipeline, so that the materials are forced to undergo multiple times of cyclic shearing and convection diffusion, and the problem of dead angles existing in traditional single stirring is solved; it is further ensured that the binder completely wraps the powder particles, and high-uniformity feeding is provided for subsequent injection molding.

The invention provides an ocean clay-geogrid interface cyclic shear stress prediction model construction method, and relates to the technical field of ocean engineering. The method comprises the following steps: preparing and assembling a marine clay-geogrid interface shear test sample; after the sample is assembled, performing a multi-working-condition interface cyclic shear test to obtain effective original test data; based on the effective original test data, constructing an interface cyclic shear test database; constructing and training a deep learning prediction model based on the interface cyclic shear test database; verifying the precision of the prediction model, screening out an optimal prediction model, and building a marine clay-geogrid interface cyclic shear stress prediction formula based on the optimal prediction model. According to the method, reliable test data under multiple working conditions are obtained, the CNN-BiLSTM model is constructed to accurately describe the shear stress evolution law, the engineering available prediction formula is established, and reliable support is provided for ocean engineering reinforced structure design and safety evaluation.

The invention discloses a dispersion method for preparing micron-sized particles, which comprises the step of using a shearing machine for dispersion, the shearing machine comprises a tank body, a tank cover, a material injection port, a material discharge port and a shearing module, and the method comprises the following steps: (1) firstly injecting a dispersion medium into the tank body of the shearing machine through the material injection port, and starting shearing; (2) injecting a dispersion phase and a dispersion medium in proportion; (3) circularly shearing the dispersed phase in a shearing machine for more than three times; and (4) discharging the small-particle-size particles or emulsion droplets from an upper material outlet under the action of fluid injection power, and sinking the large-particle-size particles or emulsion droplets to the bottom of the tank under the action of gravity to be sheared again by a shearing machine. The problems of non-uniform shearing, poor particle morphology and excessive heat production are solved, the requirement of any required scale from small-scale production to large-scale production is met, the limitation of a batch type shearing machine and a pipeline type shearing machine is solved, the amplification effect is reduced, and the research and development cost is reduced.

This utility model discloses a shearing mechanism for a vacuum mixer, comprising a mixing and shearing cylinder, a stator, and a rotor. The stator is sleeved outside the rotor and connected to the mixing and shearing cylinder via a lifting mechanism. The rotor is rotatably mounted inside the mixing and shearing cylinder and is driven by a motor that rotates it. The motor is mounted outside the mixing and shearing cylinder. A circulation line is provided at the lower end of the side wall of the mixing and shearing cylinder. The shearing mechanism for a vacuum mixer provided by this utility model utilizes a lifting mechanism to raise and lower the stator, thereby adjusting the shearing gap between the stator and rotor. This allows the device to meet the needs of different working conditions. Furthermore, the circulation line enables the device to perform cyclic shearing of materials during use, effectively improving the shearing efficiency of the device.

The application relates to a polymer reaction extrusion modification device with a circulating shearing structure. The device comprises an extruder, and the extruder comprises a barrel, characterized in that the barrel comprises a first section, a middle section and a tail section, the middle section is provided with a circulating structure; the circulating structure comprises a circulating pipeline and a driving module, the circulating pipeline is used for leading the polymer from the middle section of the barrel back to the upstream to form a circulating shearing, and the driving module is used for driving the circulating pipeline to rotate along the axis of the barrel, so that the position of a feeding port of the circulating pipeline relative to the barrel changes; according to the application, the circulating pipeline is arranged independently of the barrel of the extruder, controllable physical shearing can be applied to the product after the grafting reaction is completed, and the problem that the reaction and the shearing interfere with each other in the traditional device is avoided.

The application provides a marine clay-geogrid interface cyclic shear stress prediction model construction method, and relates to the technical field of marine engineering. The method comprises the following steps: preparing and assembling a marine clay-geogrid interface shear test sample; after the sample is assembled, a multi-working-condition interface cyclic shear test is carried out to obtain effective original test data; based on the effective original test data, an interface cyclic shear test database is constructed; based on the interface cyclic shear test database, a deep learning prediction model is constructed and trained; the accuracy of the prediction model is verified, the optimal prediction model is screened out, and a marine clay-geogrid interface cyclic shear stress prediction formula is built based on the optimal prediction model. The application can obtain reliable test data under multiple working conditions, accurately depict the shear stress evolution law by constructing a CNN-BiLSTM model, build an engineering usable prediction formula, and provide reliable support for the design and safety evaluation of marine engineering reinforced structures.

This invention provides a method for correcting the vertical bearing capacity of pile foundations in liquefiable silty soil considering the vibration time effect, relating to the field of geotechnical engineering. This method includes S1: based on vibration time history data from the engineering site, baseline correction, bandpass filtering, and normalization are performed on the original vibration acceleration time history to obtain a standardized vibration acceleration time sequence; S2: based on the standardized vibration acceleration time sequence, a one-dimensional equivalent shear beam model is used for seismic response analysis to calculate the cyclic shear stress time history distribution of soil layers at different depths, obtaining the cyclic shear stress time history distribution field of the soil layers. By performing baseline correction, frequency band filtering, and amplitude unification processing on the vibration acceleration time history, the input data possesses stable spectral characteristics and a consistent scale foundation, and combined with a shear propagation model, a continuous distribution of stress response at different depths over time is obtained.

The invention discloses a multi-field coupling control unsaturated soil direct shear test system and method, and belongs to the technical field of geotechnical engineering. The system comprises a high-pressure sealing pressure-bearing loading host, a shear box assembly integrating a pottery clay plate and a temperature control flow channel, a dual-channel environment control system and a servo loading and acquisition control system. Accurate control of matrix suction is realized by combining a high-pressure closed cavity with an axial translation technology, wide-temperature-range wrapped temperature control is realized through a shear box side wall integrated flow channel, active control of three complex normal boundary conditions of constant load, constant rigidity and constant volume is realized by adopting a normal servo driving module with a built-in sensor, and meanwhile, the normal servo driving module is used for driving the shear box side wall integrated flow channel to control the temperature of the shear box side wall integrated flow channel. Monotonic shearing and cyclic shearing of unsaturated soil are achieved through the horizontal shearing servo driving module. The problem that traditional equipment cannot accurately test static and dynamic characteristics of unsaturated soil in a multi-field coupling environment is solved, and a high-simulation test platform is provided for soil behavior research under complex working conditions.

The application discloses a dispersion method for preparing micron-sized particles, which comprises the step of dispersing by using a shearing machine, wherein the shearing machine comprises a tank body, a tank cover, a material injection port, a material discharge port and a shearing module, and the method comprises the following steps: (1) injecting a dispersion medium into the shearing machine tank body through the material injection port firstly, and starting shearing; (2) injecting a dispersed phase and the dispersion medium in proportion; (3) making the dispersed phase circulate and shear in the shearing machine for more than three times; and (4) discharging small-particle-size particles or emulsion drops from the upper material discharge port under the action of fluid injection power, and sinking large-particle-size particles or emulsion drops back to the tank bottom under the action of gravity to be sheared by the shearing machine again. The application solves the problems of uneven shearing, poor particle morphology and excessive heat generation, meets the demand of any required scale from small test to scale-up production, solves the limitations of batch-type shearing machines and pipeline-type shearing machines, reduces scale-up effect and reduces research and development cost.

This invention relates to a method and storage medium for calculating the centralized pile-soil interaction damping of a marine monopile foundation. The calculation method includes: S1, obtaining the soil element damping ratio-cyclic shear strain curve of the target site soil layer; S2, calculating the pile-soil interaction damping of the monopile foundation at the p-y spring level; S3, calculating the pile deformation along the depth direction of the monopile under the target cyclic load amplitude; S4, based on the pile displacement response in S3, calculating the maximum elastic potential energy stored in the soil spring and the dissipated energy at each p-y spring; S5, calculating the strain energy stored in the bending deformation of the pile; S6, integrating along the pile length direction to calculate the energy dissipated W by all p-y springs. D and all elastic properties W S S7. Calculate the global damping ratio of the pile-soil interaction in a single pile foundation. Compared with existing technologies, this invention can consider the actual soil layer distribution and the damping-strain characteristics of each soil layer, resulting in more accurate calculation results; the method is simple, easy to operate, and has high application value.

The utility model discloses a material screening mechanism for nano tungstic acid vibration rubbing and screening equipment, which comprises a rack, a blanking hopper, a vibration motor, a screen, a rubbing and screening structure and a circulating shearing structure, the rubbing and screening structure comprises a rotating motor, a rotating shaft and a rubbing and screening plate, and the circulating shearing structure comprises a shearing part and a matching seat. The shearing piece is located at the center line position of the shearing area in the initial state, the radian of the shearing piece is increased along with the increase of the rotating speed of the rotating shaft till the shearing piece is clamped in the matching base, the radian of the shearing piece is shortened along with the reduction of the rotating speed of the rotating shaft, and agglomerated materials falling at the upper end of the shearing piece are sheared and then rubbed by the rubbing sieve plate. According to the utility model, powder can be uniformly wiped and sieved, and the utilization rate of tungstic acid raw materials is higher.

This invention discloses a wet-dry cycle-shear coupled secondary sample preparation device and testing method. The device includes a shear system, a wet-dry cycle system, and a support structure. The shear system is used to apply horizontal shear loads and normal loads, the wet-dry cycle system is used to synchronously control the wetting and drying process of the original ring sample, and the support structure is used to fix the overall device. The testing method includes secondary coupled sample preparation and direct shear test. The secondary coupled sample preparation forms a preset shear surface through the coupling effect of wet-dry cycle and shear stress. The direct shear test measures soil strength parameters under multiple working conditions and analyzes the strength evolution law. This invention solves the problem that existing technologies cannot synchronously control the wet and dry state of secondary processed samples during shearing, realizes real-time coupling of wet-dry cycle and shear load, realistically simulates the actual stress state of expansive soil slopes, overcomes the limitations of in-situ sampling and single wet-dry cycle test, and provides a reliable test platform for long-term stability evaluation of expansive soil slopes.

The invention relates to a testing device for cyclic shear characteristics of a geotechnical material structure interface. The testing device comprises a shear box system, a vertical loading mechanism, a horizontal loading mechanism and a horizontal supporting mechanism. And the shear box system comprises a shear box main body and a soil body chamber in the shear box main body. The horizontal loading mechanism drives the shear box body to move horizontally, the horizontal supporting mechanism penetrates through the side wall of the shear box body and supports the soil body chamber to limit horizontal movement of the soil body chamber, and the stress action lines of the horizontal supporting mechanism and the soil body chamber are collinear. The shear box body is flush with the top of the soil body chamber, and the bottom is filled with a structural plane material sample and injected with liquid. The soil body chamber is filled with a rock-soil sample, the bottom surface of the rock-soil sample is in contact with the top surface of the structural surface sample, and the top surface is lower than the liquid level. The vertical loading mechanism is used for applying a load to the rock-soil sample. Compared with the prior art, the problem that the test accuracy is reduced due to the fact that the contact surfaces of the two samples incline is effectively solved.

The invention discloses a device and a method for simulating pile-soil interface cyclic shear characteristics in a hydrate replacement exploitation process, and particularly relates to the field of natural gas hydrate exploitation, the device comprises a supporting structure, a power mechanism, a high-pressure reaction kettle system, a control system, a data acquisition system and a data storage system, the high-pressure reaction kettle system comprises a high-pressure reaction kettle, an upper end cover is arranged at the top of the high-pressure reaction kettle, a lower end cover is arranged at the bottom of the high-pressure reaction kettle, high-strength screws are arranged in the upper end cover and the lower end cover, the high-strength screws are in threaded connection with the supporting structure, and sealing rings are connected to the outer sides of the bottoms of the upper end cover and the lower end cover in a sleeving manner. The device can accurately simulate a deep sea high-pressure environment, realizes a CO2 generation and replacement process of methane hydrate, can perform high-precision monotonous or cyclic shear test on a pile-soil interface in and after the process, effectively eliminates a rigid boundary effect, and obtains real and reliable interface mechanical parameters.

Disclosed are an underground engineering rock mass shear simulation test device, a test method and a test machine. The test method includes: setting different test conditions by a controller to perform cyclic shear test at high temperature, fracture shear seepage test, granite uniaxial compression test at high temperature and granite fracture shear test under constant normal stiffness boundary conditions at room temperature. The electric heating wire assembly, the fan assembly and the environmental box are combined to flexibly and uniformly heat the samples placed in the upper shear box and the lower shear box. In terms of shear-seepage test, this scheme proposes a second sample placing mechanism that realizes sealing through sealing capsule and sealing capsule pressing plate. It realizes stable sealing and facilitates monitoring and debugging of seepage parameters.

The invention discloses a three-dimensional site liquefaction discrimination method based on cyclic stress. The discrimination method comprises the following steps: obtaining site seismic parameters and geological map layer conditions; establishing a three-dimensional site grid model to carry out attribute assignment on different soil types; carrying out a field standard penetration test and an indoor static and dynamic triaxial test to obtain soil property parameters; soil property parameters are tested; two times of overlying effective stress correction are carried out to generate a three-dimensional field actual measurement average standard penetration field; generating an equivalent 7.5-level earthquake soil circulation resistance ratio field of the three-dimensional field; a three-dimensional site soil body circulation resistance ratio field is generated; generating a three-dimensional field earthquake cyclic shear stress ratio field; a three-dimensional site anti-liquefaction safety coefficient field is generated; and determining the liquefaction possibility of the three-dimensional site. According to the method, the defects of a traditional simplification method in real stress path expression and soil nonlinear response simulation are effectively overcome; the precision of three-dimensional CRR calculation is improved; and the liquefaction evaluation of the site can be integrally and intuitively carried out. The liquefaction judgment result conforms to the actual situation, and engineering application is guided to be more reasonable and effective.

The invention provides an underground soil liquefaction monitoring test device based on air pressure and non-Newtonian fluid, a first piston plate and a second piston plate which are distributed at an interval are arranged in a shell, and a displacement sensor is arranged between the first piston plate and the second piston plate; one end of the dowel bar is fixed in the middle of the first piston plate, the other end of the dowel bar penetrates through the second piston plate and then is connected with the porous damping plate, and the porous damping plate is slidably assembled in the shell and forms a non-Newtonian fluid cavity with the second piston plate; an air pressure cavity is arranged to simulate the pore pressure rising process, non-Newtonian fluid is adopted to simulate the shear thinning and weakening behavior, and controllable loading, quantitative measurement and repeated testing of the liquefaction behavior are achieved through an air pressure-piston-non-Newtonian fluid-porous damping plate coupling transmission mechanism. And rheological indexes in the liquefaction process can be monitored in real time under disturbance conditions of vibration, impact, cyclic shearing and the like.

The present invention provides an online detection device for periodic shear stress and strain of soft tissue, comprising a soft tissue detection device. Since the soft tissue detection device has a soft tissue probe, the detection surface of the soft tissue probe is fixedly connected to the surface of the living soft tissue to be detected, and the soft tissue probe performs reciprocating linear motion under the drive of a shear drive mechanism, thereby being able to drive the living soft tissue to be detected to produce corresponding synchronous deformation, thereby being able to detect the strain force of the living soft tissue; since a tension and pressure sensor is arranged between the soft tissue probe and the shear drive mechanism, the pressure or tension exerted on the soft tissue probe can be synchronously detected; and since a displacement sensor is provided, the displacement of the soft tissue probe can also be synchronously detected. Therefore, after the soft tissue probe performs multiple reciprocating linear motions, the periodic shear stress-strain data of the living soft tissue to be detected can be obtained, thereby being able to perform a more accurate analysis of the material properties of the living soft tissue.

This invention relates to a calculation method for soil-soil interaction damping in marine engineering foundation structures, comprising the following steps: obtaining the soil element damping ratio-cyclic shear strain curve; establishing a finite element analysis model; constructing a static implicit analysis step; defining the interaction between models and boundary conditions; performing mesh generation and calculation; post-processing to extract stress, strain, and other data; calculating elastic strain energy and dissipated energy; and finally obtaining the damping ratio. Compared with existing technologies, this invention, through a finite element analysis model combined with actual soil layer characteristics, uses fine meshes and contact models to realistically simulate the interaction between soil and structure. Considering the different soil material properties and employing appropriate constitutive models, it improves calculation accuracy and provides engineers with an effective tool for optimizing structural design and enhancing safety and economy.

This invention relates to the field of liquefaction assessment technology for saturated sandy soil, specifically to a rapid assessment method for the liquefaction potential of sandy soil layers beneath subway train shield tunnels based on vibration inversion. This method addresses the problem of the inability to assess the liquefaction of sandy soils induced by subway train vibration loads, enabling rapid and reliable assessment of the liquefaction probability of sandy soils at a target site under subway train operation. This meets the early warning requirements for liquefaction risks caused by subway vibration in railway underpass shield tunnel projects. The method is based on soil shear wave velocity... V s Determine the cyclic resistance ratio of the soil layer CRR By inverting vibration loads, the equivalent cyclic shear stress ratio of the underlying soil layer was determined. CSR When the equivalent cyclic shear stress ratio CSR greater than Comparison of soil cyclic resistance ratio CRR hour ， The underlying layer of a tunnel is at risk of liquefaction; conversely, the underlying layer of a tunnel is not at risk of liquefaction.