52 results about "Direct shear test" patented technology

The invention discloses a multilevel rock mass mechanical analysis method and system based on near field dynamics, and the method comprises the steps: generating a mica-matrix binary model matched with actual granite based on a K-L random field, mapping the model to a BB-PD model mass point through a DIP method, determining the distribution, the particle size and the content of mica, and determining the particle size of the mica; the mechanical weakening effect is simulated by reducing the normal and tangential stiffness of the mica phase, and the microstructure characterization of the rock is completed. Constructing a structural plane PD numerical model by combining the geometrical characteristics of the structural plane reconnaissance on site and the mechanical parameters of the indoor direct shear test, and analyzing the influence of the geometrical and mechanical characteristics of weak planes such as joints and fractures on the local mechanical properties of the rock mass; the method comprises the following steps of: constructing an engineering scale rock mass numerical model integrated with mechanical properties of a microscopic rock block and a microscopic structural surface by relying on field rock mass discontinuous surface distribution data and indoor test basic mechanical parameters, and finishing analysis on the influence of the overall mechanical properties of the engineering scale rock mass; and the problems of insufficient cross-scale collaboration and the like are solved.

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 invention provides a rapid evaluation method for shear strength of a rock structural plane under normal disturbance, and belongs to the technical field of geotechnical engineering and rock mechanics, the method comprises the following steps: S1, sample preparation and initial parameter acquisition; s2, normal disturbance direct shear test; s3, fitting test data and establishing an empirical model; and S4, rapidly evaluating the shear strength. According to the method, by introducing a normal disturbance stress parameter, an empirical calculation formula capable of rapidly predicting the shear strength after disturbance is established, and key parameters are provided for engineering design and stability analysis.

The invention discloses an integrated in-situ direct shear apparatus, and relates to the technical field of geotechnical engineering testing. Comprising a bottom plate, a shear box, a supporting column arranged on the bottom plate, a bracket capable of sliding up and down along the supporting column, a guide rail arranged on the bracket, a soil body stripping device arranged on the bracket, a normal loading device arranged on the bracket and a lateral loading device arranged on the bracket, the force sensors are arranged at the output ends of the lateral loading device and the normal loading device, the displacement sensor is arranged on the support and used for measuring the displacement of the shear box, and the control system is used for controlling the lateral loading device, the normal loading device and the soil body stripping device to act and collecting and processing data of the force sensors and the displacement sensor in real time. The guide rail is used for enabling the soil body stripping device to move along the circumferential direction of the shearing box; through modular integration and automatic control, simplification of the in-situ direct shear test is realized, and the in-situ direct shear test device is suitable for occasions requiring rapid, batch and high-precision on-site soil engineering tests.

This invention discloses a combined shear-resistivity testing device and method for soil-rock mixed fillers, belonging to the field of geotechnical engineering testing technology. It addresses the shortcomings of existing combined testing methods, such as unstable contact resistance, fluctuating electrical signals, and asynchronous data. The device includes a direct shear test, resistivity test, and data acquisition and control system. The shear test chamber has a multi-layered composite structure integrated electrode embedded in its inner wall, coupled with an array of spring needles, and features a stress-driven electrical connection and hardware synchronous triggering structure. The method completes the test through steps including sample preparation, system initialization, stress-driven electrical connection establishment, and synchronous triggering of the combined test. This invention achieves synchronous and accurate acquisition of shear mechanics and resistivity data, enabling real-time non-destructive characterization of the internal structural damage evolution of the sample, significantly improving testing accuracy and stability, and providing reliable technical support for the mechanical research and engineering applications of soil-rock mixed fillers.

The utility model belongs to the technical field of sandy soil sampling, and particularly relates to an undisturbed soil sampling device suitable for an indoor direct shear test, which comprises a plain-end cutting ring, a cutting ring with a blade, a sleeve, a rectangular cutting plate, a cutting plate with a blade, a circular cover plate and a flat-angle cover plate. Then the cutting ring and the sleeve are pushed into soil, the upper surface and the lower surface of the cutting ring are scraped to be flat through a cutting plate, the cutting plate is fixed up and down through bolts, sealed storage is conducted, after the cutting ring is sent to a test room, the bolts are removed, cutting ring samples with cover plates are placed into a shear box, meanwhile, adhesive tape between the cutting ring samples is cut open through a small knife, and a test is prepared; according to the device, disturbance to surrounding sandy soil is reduced, the integrity and accuracy of the sampling process are ensured through the cutting and collecting functions of the sampling device, and reliable basic data support is provided for sandy soil research.

The invention discloses a composite foundation design method based on the influence of soil around a pile on the strength of a gravel pile and application, and the design method comprises the steps that each soil layer is subdivided, and the relation between the undrained shear strength value and the depth of each subdivided soil layer is recorded; performing statistics on the data by adopting a mean square error method according to the dynamic sounding hammering number data of the gravel pile, so as to obtain the dynamic sounding hammering number N of each subdivided soil layer; counting the statistical relationship between the undrained shear strength value of each soil layer and the dynamic sounding hammering number N of the gravel pile, and evaluating the compactness of the soil layer; crushing gravel with different compactness through a large direct shear test or a large triaxial test, and establishing a relationship between the different compactness of the gravel and an internal friction angle; establishing an empirical relationship between the strength of the soil around the pile and the value of the internal friction angle of the gravel; and composite foundation parameters are selected according to the subdivided soil layer parameters. The internal friction angle parameter of the gravel pile can be obtained in a layered mode according to the distribution of the soil layer, and the actual mechanical property can be better reflected.

The present application relates to the cross technical field of geotechnical engineering and machine learning, especially a concrete-sand interface bearing capacity prediction method and system based on machine learning, the method comprising the following steps: obtaining core input parameters to obtain multi-working condition test variables; preparing a concrete sample, constructing a multi-working condition direct shear test through a test device; carrying out the multi-working condition direct shear test and collecting data during the test to obtain a multi-dimensional original data set; obtaining a modeling data set according to the multi-dimensional original data set, combining machine learning to construct a concrete-sand interface bearing capacity prediction model; performing model optimization and generalization capability verification to obtain a bearing capacity prediction optimization model; obtaining a bearing capacity prediction result according to the bearing capacity prediction optimization model, and obtaining a characteristic influence analysis result. The present application studies the concrete-sand interface shear resistance bearing law under the coupling action of multiple factors, and provides a scientific basis for the design and construction of geotechnical engineering.

This utility model relates to the field of rock mechanics testing technology, and in particular to a cylindrical rock core direct shear test device. The cylindrical rock core direct shear test device includes a base plate, two sets of support plates, a support beam, and two sets of linear guide rails; a control box, installed on the outer wall of the support plates; two sets of guide rods, each set installed in a through slot in one of the two support plates, with a lifting plate slidably mounted on each set of guide rods. An upper shear sleeve is fixedly mounted on the lifting plate, and a positive pressure mechanism is installed on the support beam directly above the upper shear sleeve; a sliding frame, slidably mounted on the two sets of linear guide rails, with a connecting column fixedly mounted at the top of the sliding frame, and a lower shear sleeve fixedly mounted at the top of the connecting column. A clamping assembly for holding the cylindrical rock core is mounted on the lower shear sleeve. The cylindrical rock core direct shear test device provided by this utility model has the advantages of convenient loading and unloading and accurate testing.

The present disclosure discloses a test method for reducing test error in shear strength of a root-soil composite, belonging to the field of agricultural engineering testing methods. The method includes: sampling with a ring knife perpendicular to an actual shear surface to ensure consistency between a direction of the actual shear surface of the root-soil composite and a shear surface direction in a direct shear test; determining a shear strength of soil in each layer within an actual shear depth range by stratifying with a minimum thickness of the ring knife; and planning an annular sampling area and performing sampling in various directions along the annular area, thereby reducing test error in determining shear characteristics of the root-soil composite from three aspects.

The invention belongs to the technical field of outdoor field in-situ direct shear tests, and discloses in-situ direct shear test equipment, a test system and a use method, the equipment comprises a base, and a shear clamp is arranged at the top of a fixed clamp; through holes are formed in four corners of the fixing clamp and the shearing clamp; a clamp sliding groove is formed in the bottom face of the shearing clamp. A clamp rolling ball is arranged in the clamp sliding groove. A first pressing plate is arranged at the top of the shearing clamp, a second pressing plate is arranged at the top of the first pressing plate, and a pressure plate sliding groove is formed in the bottom of the second pressing plate; a pressure plate rolling ball is arranged in the pressure plate sliding groove. Supporting frames are arranged on the base on the outer sides of four corners of the fixing clamp; a vertical load simulation loading mechanism is arranged at the top of the support frame; a shearing force load simulation loading mechanism is arranged on a supporting body on the right side of the fixing clamp and the shearing clamp. The device is small in occupied space, convenient to carry and transfer and capable of adapting to field direct shearing in various geological environments.

The application belongs to the technical field of frozen soil engineering, and particularly relates to a concrete-frozen soil contact surface direct shear test sample manufacturing device and method, which comprises a box body, a counterforce frame, a heating plate and a refrigeration plate. The top of the counterforce frame is provided with a walking device, the bottom of the walking device is provided with a pressurizing device, and the pressurizing device is provided with a pressure gauge. The bottom of the counterforce frame is provided with a concrete pouring chamber and a soil sample chamber, and a partition plate is arranged between the concrete pouring chamber and the soil sample chamber. The device has the advantages that the problem of excessive water content of the concrete-frozen soil interface caused by water migration due to gravity is solved.

The invention relates to a method for simulating mud cake removal of a shield cutter head, a device for simulating mud cake removal of the shield cutter head, a storage medium and electronic equipment. The method for simulating the mud cake removal of the shield cutter head belongs to the technical field of tunnel excavation, and comprises the following steps: acquiring a first contact parameter between mud cake particles and a second contact parameter between a mud cake and an interface through a direct shear test or a pull-out test; on a simulation platform based on the first contact parameter and the second contact parameter, constructing a mud cake microcosmic particle system in which a mud cake is attached to a shield cutter head; the jet flow model and the mud cake microcosmic particle system are subjected to water flow jet coupling on the simulation platform, the stress, the motion trail and the falling process of mud cake particles under jet flow scouring are simulated, and the most reasonable water flow jet scouring scheme can be simulated on the simulation platform when mud cakes are attached in various different states. Therefore, unreasonable flushing conditions such as blind water pressure increase or overlong spraying time can be reduced.

The embodiment of the application provides a non-uniform load rough structure surface direct shear test method and system, and belongs to the technical field of rock mass mechanics test. The method comprises the following steps: obtaining a joint structure surface grayscale image, and extracting joint profile coordinate data of a joint structure surface profile based on the joint structure surface grayscale image; constructing a three-dimensional entity model of the joint structure surface based on the joint profile coordinate data; placing a rock-like joint structure surface sample constructed based on the three-dimensional entity model of the joint structure surface into a direct shear loading device, and executing shear loading after non-uniform normal load is applied to the rock-like joint structure surface sample, so as to obtain shear response data of the rock-like joint structure surface sample; and analyzing the shear response data to obtain the shear resistance characteristic result of the rock-like joint structure surface sample. According to the application scheme, the shear behavior of the rough joint structure surface under the non-uniform load condition can be quantified, reconstructed and mechanically characterized with spatial resolution.

The invention discloses a shear test and simulation analysis method for a jointed rock mass containing a weak intercalated layer, relates to the technical field of underground engineering tests, and realizes accurate and efficient characterization of shear deformation and failure mechanisms of the jointed rock mass containing the weak intercalated layer. The method comprises the following steps: calibrating mesoscopic parameters of a fault mud geometric model according to a standard fault mud test shear stress displacement curve of a standard fault mud material in a direct shear test, determining mesoscopic parameters of a split rock geometric model according to a rock test shear stress displacement curve obtained by carrying out a variable-angle shear test on a complete rock, and calculating a split rock geometric model according to the mesoscopic parameters of the split rock geometric model. On the basis of the microscopic parameters calibrated by the two, according to a test shear stress displacement curve of the mud-clamping sample obtained by carrying out a variable-angle shear test on the jointed rock mass sample containing the weak intercalated layer, the microscopic parameters of the structural surface model in the geometric model of the mud-clamping sample are calibrated, and a mud-clamping sample model is obtained; and representing the shear deformation and failure mechanism of the jointed rock mass containing the weak intercalated layer according to the mud sample model.

This invention discloses a direct shear device and method for geotechnical testing. The direct shear device for geotechnical testing includes: a lower shear box with a groove on its top corresponding to the soil sample; an upper shear box placed on top of the lower shear box, with a first through hole on the upper shear box corresponding to the soil sample and engaging with the groove, the first through hole and the groove forming a top opening for accommodating the soil sample; and a limiting structure disposed between the lower and upper shear boxes, the limiting structure only restricting the upward movement of the upper shear box relative to the lower shear box and capable of releasing the restriction on the upper shear box. The above-mentioned direct shear device for geotechnical testing can selectively restrict the upward movement of the upper shear box relative to the lower shear box, thereby enabling selective direct shear tests with or without a fixed shear surface, which is beneficial for increasing the experimental data obtained during the direct shear test.

This invention relates to the field of building material testing equipment technology, specifically disclosing a direct shear test device for contact between surrounding rock and cylindrical concrete. The device includes a pull-out machine, a test platform, and a rigid cylinder. The rigid cylinder is fixedly mounted on the test platform. A pressure gauge is installed outside the rigid cylinder. Inside the rigid cylinder, from the outside in, are arranged an annular airbag, a surrounding rock placement chamber, and a concrete specimen placement chamber. The annular airbag has inflation and deflation holes for adjusting the air pressure. Surrounding rock, composed of two semi-annular rock units joined together with a gap between them, is placed in the surrounding rock placement chamber. A cylindrical concrete specimen is placed in the concrete specimen placement chamber, forming a full-surface contact between the concrete specimen and the surrounding rock. The top of the cylindrical concrete specimen is connected to the pull-out machine via a universal joint. Using this device for full-surface contact testing can visually demonstrate the changing trend of frictional resistance.

The invention discloses a soil-diaphragm wall contact surface direct shear test sample preparation device and a direct shear test method.According to the sample preparation device, a lower sample box, water-permeable geotextile and a water-permeable plate are combined to form a soil sample saturation assembly, and a base, a pressure chamber and a top plate are combined to form a closed space for soil sample saturation; a water inlet / outlet channel between the second through hole in the side surface of the pressure chamber and the lower sample box is formed by the water guide bracket; a top plate, a lower sample box, a shearing lamination and an upper sample box are combined to form a pressurizing assembly, and a third through hole in the top plate is used for vacuumizing in a soil sample saturation stage and pressurizing in slurry permeation and solidification and concrete pressurizing; and the top plate is dismounted during concrete pouring and is mounted back after pouring. According to the invention, the flow of diaphragm wall construction by the slurry protection wall grooving construction process can be truly reproduced, the influence of the construction process on contact surface mud cake formation is finely simulated, and the mud cake formation process under different pressures and the influence of the mud cake formation process on the contact surface mechanical properties are accurately simulated.

The invention provides a method for preparing a natural structural plane of a dangerous rock and testing shear strength, which comprises the following steps of: judging the saturated compressive strength of the rock through a point load test to determine whether the rock is a hard rock; constructing a three-dimensional coordinate system by adopting a drilling television method, calculating an included angle between a normal vector of a structural plane and a normal vector of a rock wall surface, and drilling and coring according to the angle; the rock sample is poured into an Acm * Acm * Acm test piece, the structural surface contact area is kept to be Bcm * Bcm, then maintenance is conducted, A is not smaller than 15, and B is not smaller than 10; carrying out CT scanning three-dimensional reconstruction on the maintained rock sample to calculate a structural surface combination complete area and an opening area so as to obtain a correction coefficient; carrying out a direct shear test to obtain a cohesive force and an internal friction angle; and performing correction according to the correction coefficient to obtain the shear strength parameter of the natural structural plane.

The invention provides a direct shear test soil parameter calibration method fusing numerical simulation and machine learning, and relates to the field of geotechnical engineering. According to the direct shear test soil parameter calibration method fusing numerical simulation and machine learning, high-fidelity finite element numerical simulation, Kernel PCA dimension reduction, a PINN agent model and Bayesian parameter inversion are subjected to systematic deep fusion for the first time. The progressive damage process from the edge to the interior and non-uniform stress-strain distribution of a soil body in a direct shear test are precisely restored through high-fidelity finite element numerical simulation, low-dimensional essential characteristics of a high-dimensional response curve are extracted through a dimension reduction method, and a constitutive model and a strength criterion are embedded into an agent model to guarantee physical rationality. And finally, parameter estimation is realized through a Bayesian parameter inversion framework. The combination solves the interference of non-uniform stress and strain of the soil body in the direct shear test on parameter calibration, so that the calibration result better fits the actual mechanical property of the soil body.

The present application relates to the technical fields of direct shear test, and discloses a geotechnical direct shear test device, which comprises a base, a pressing mechanism and a horizontal moving mechanism; the horizontal moving mechanism comprises guide seats fixedly connected with the base, two guide seats form a group, and multiple groups of guide seats are evenly distributed on the surface of the base; the middle part of each guide seat is slidably connected with a synchronously moving guide column; the middle part of the guide column is fixedly connected with a horizontal moving seat; the horizontal moving seat is detachably connected with a direct shear box assembly; the middle part of the direct shear box assembly is provided with a clearance hole for placing a soil sample; and the base is provided with a shear force detection assembly for detecting the force of the direct shear box assembly. Through the cooperation of the spiral groove and the stop lever, the hanging supporting plate can be rotated below the deflection beam after the pressing disc moves downward, so that the downward pressure of the deflection beam can be transmitted to the pressing disc, thereby enabling the soil sample inside the direct shear box assembly to be subjected to force at the same time, and the accuracy of the experimental results is improved.

The invention discloses a test device capable of simulating tunnel excavation deformation damage in a complex stress state, and belongs to the technical field of geotechnical engineering tests. The device comprises a base frame, a servo pressure pump, a rolling shaft, various movable loading plates, a sliding rail, a sliding drill bit and the like, wherein a base is connected with a base of a uniaxial testing machine through a positioning pin. The device is modified on the basis of a uniaxial testing machine, and a servo pressure pump and a uniaxial loading head are used for constructing a biaxial stress field; through cooperation of the sliding rail and the sliding drill bit, real-time accurate drilling can be performed on a sample in a stress loading state, and the tunnel excavation unloading process is simulated; a transverse lap joint loading plate is replaced by a direct shear silica gel movable loading plate, and a direct shear test mode can be quickly switched. The device has the advantages of being high in modularization degree, good in function integration degree and the like, can eliminate loading blind areas and collect multi-dimensional parameters such as drilling resistance in real time, and is suitable for tunnel surrounding rock stability and rock mechanical property research.

The application discloses a joint rock mass direct shear test piece pouring device and an application method thereof, and the device comprises a pouring mold and a grouting pipe. The pouring mold comprises a lower mold cavity and an upper mold cavity, and the lower grouting pipe is provided with a grout stopping bin. The two mold cavities are both upper-opened cuboid cavities, the bottom plate of the lower mold cavity is provided with a central grouting hole, and the bottom plate of the upper mold cavity is provided with an eccentric grouting hole and an overflow hole. A clamping plate which can slide up and down is arranged in the lower mold cavity, and a test piece mounting hole is arranged in the center of the clamping plate. Symmetrical support plates are connected between the two sides of the clamping plate and the bottom plate of the lower mold cavity, the upper side of the support plate can slide along the clamping plate, and the lower side is hinged to the proximal wall on the bottom plate of the lower mold cavity. When the support plate is vertical, the upper side of the clamping plate is flush with the upper end of the lower mold cavity. A flexible grout stopping mechanism is horizontally embedded in the side wall of the lower mold cavity. In the initial state, the inner end member of the grout stopping mechanism is located in the lower mold cavity, and the outer end member is attached to the inner side wall of the grout stopping bin. When the support plate is rotated to the vertical state, the inner end member is extruded, so that the outer end member transversely stops the grout stopping bin. The upper mold cavity is inverted and locked above the lower mold cavity.

The invention relates to a surrounding rock and lining interface friction coefficient valuing method for engineering analysis, and belongs to the technical field of tunnel engineering. The method aims at solving the technical problems that an existing indoor direct shear test is limited in test object, poor in result practicability and time-consuming and labor-consuming in the process. According to the technical scheme, the method comprises the steps of drilling a rock sample from an engineering site, carrying out a concrete mix proportion test, quantifying the roughness of the rock sample through image processing and height measurement, carrying out a friction experiment to obtain a friction coefficient, and establishing a polynomial fitting equation of the roughness and the friction coefficient; and finally substituting the average roughness of the field surrounding rock into the equation to obtain the friction coefficient under the engineering scale. The method has the advantages that the pertinence is high, the operation is simple and convenient, the precision meets the engineering requirements, and the efficiency and the practicability of the friction coefficient value are effectively improved.

The application provides a method for quickly evaluating the shear strength of a rock structure surface under normal disturbance, and belongs to the technical field of geotechnical engineering and rock mechanics, and the method comprises the following steps: S1, sample preparation and initial parameter acquisition; S2, normal disturbance direct shear test; S3, test data fitting and experience model establishment; and S4, shear strength quick evaluation. By introducing the "normal disturbance stress" parameter, an experience calculation formula capable of quickly predicting the shear strength after disturbance is established, and key parameters are provided for engineering design and stability analysis.

The present application belongs to the technical field of geotechnical engineering, and relates to a layered rock mass-mortar anchoring interface bonding test and strength prediction method, comprising the following steps: obtaining layered rock mass-mortar anchoring interface direct shear test samples corresponding to multiple bedding dip angles under each mortar strength grade; obtaining a data set; constructing a layered rock mass-mortar anchoring interface bonding strength prediction model; obtaining a verified layered rock mass-mortar anchoring interface bonding strength prediction model; and determining the optimal anchoring angle value that maximizes the interface peak bonding strength. The present application can uniformly and quantitatively characterize the combined influence of normal stress, bedding dip angle and material strength on the interface peak bonding-shear strength, describe the nonlinear evolution law of the interface bonding strength with the bedding dip angle, determine the optimal anchoring angle that maximizes the interface peak bonding strength, thereby realizing effective evaluation of the real bearing capacity of the anchoring interface under the condition of the change of the bedding dip angle, and improving the interface bonding strength prediction accuracy and the supporting design reliability.

The invention relates to the technical field of rock-soil tests, in particular to rock-soil direct shear type test equipment and a test method.The rock-soil direct shear type test equipment comprises a test bed, the top of the test bed is fixedly connected with a sliding plate, the top of the test bed is movably connected with two transposition plates, the top of the test bed is fixedly connected with a first electric cylinder, and the first electric cylinder is fixedly connected with a second electric cylinder; the top of the sliding plate is movably connected with a shear box, the shear box comprises a bottom box, two upper boxes and two lower boxes, the bottom of the lower box on the front side is fixedly connected with the bottom box, and the upper box on the front side is located on the top of the lower box on the front side. According to the rock-soil direct shear type test equipment and the test method, the horizontal opening and closing type shear box serves as a core, driving of the second electric cylinder and guiding of the limiting strip are matched, direct loading of a sample without a cutting ring and a water permeable piece and complete disassembling after testing are achieved, and through the double transposition plates connected through the transverse rod and a sliding rod guiding structure, the test efficiency is improved. And meanwhile, the next group of samples is preloaded.

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 invention provides a quantitative evaluation method for shear mechanical parameters of a natural hard structural plane of a dangerous rock, which comprises the following steps of: acquiring a natural rock structural plane sample, and drilling and coring upper and lower wall rock masses of the structural plane to obtain a cylindrical rock sample; adopting a three-dimensional scanning method to obtain apparent morphology data of the rock mass structural plane samples, grouping the apparent morphology data, and respectively determining the joint roughness of each group; respectively placing the three groups of rock mass structural plane samples in molds, pouring concrete on the structural plane, and manufacturing three groups of concrete-rock mass structural plane shearing samples with different roughness; performing a uniaxial compression test on the cylindrical rock sample to obtain the structural surface rock strength; respectively carrying out direct shear test on the three groups of concrete-rock mass structural surface shear samples to obtain tangential stress data under different roughness and different normal stress; fitting the test data of the three groups of samples, and calculating the shear strength under any roughness condition by adopting a coefficient obtained by fitting.

The utility model belongs to the technical field of testing machines for testing the strength characteristics of solid materials by mechanical stress, and provides a dynamic single-shear direct-shear testing device for large-size geosynthetics, which comprises an upper shear box, a lower shear box, a lower shear box and a lower shear box, and upper spike teeth are uniformly distributed on the lower surface of the upper shear box; the vertical load mechanism is connected with the upper shear box; the lower shearing box is arranged below the upper shearing box, a circle of smooth plane is arranged on the outer edge of the upper surface of the lower shearing box, and lower spike teeth are uniformly distributed in the middle of the lower shearing box; the horizontal load mechanism is connected with the lower shear box; the displacement measuring mechanism comprises a plurality of displacement measuring units, each displacement measuring unit comprises a hollow stacked ring and a displacement meter, the stacked rings of all the displacement measuring units are stacked on the smooth plane of the lower shear box, hollow areas in the stacked rings correspond to the positions of the lower spike teeth, and the displacement meters are connected with the stacked rings in a one-to-one correspondence mode. According to the utility model, the displacement and shear strength of each layer of geosynthetics of the composite liner system can be measured.