Light and stable structure for in-situ direct shear counterforce anchoring of rock mass

Abstract

The utility model relates to the field of building experiments, in particular to a light and stable structure for rock mass in-situ direct shear counterforce anchoring. The stabilizing structure comprises a shear box (3); the vertical spherical hinge is of a structure without covers at the upper and lower parts and with side walls at the periphery; a rolling sliding plate (14) is mounted on the sample with the shear box, and a vertical bidirectional force supply structure (9) is arranged at the upper part of the rolling sliding plate (14); an extrusion plate (17) is arranged below the rolling sliding plate (14); a vertical stress sensor (11) is arranged above the vertical bidirectional force supply structure (9), and the vertical stress sensor (11) can receive the acting force of the bidirectional force supply structure and transmit the acting force to a counter-force system; a pressurizing counter-force device (5) is arranged on the plate-shaped structure; the pressurizing counter-force device (5) is arranged on the upright post (1) through an upper beam structure (6); the bottoms of the stand columns (1) can be arranged in a foundation pit (20); and the upright post (1) is fixed in the foundation pit (20), so that in-situ direct shearing can be quickly realized.

Description

Technical Field

[0001] This utility model relates to the field of building experiments, and in particular to a lightweight and stable structure for in-situ direct shear reaction anchoring of rock mass. Background Technology

[0002] Shear tests on soil or rock masses themselves, along weak structural planes, and at the contact surfaces between rock masses and other materials have significant theoretical and practical implications in geotechnical engineering. The current state of research in this area can be summarized as follows:

[0003] The significance of the shear test is as follows:

[0004] Engineering stability assessment: By measuring shear strength parameters (cohesion c, internal friction angle φ), key mechanical basis is provided for engineering design such as slope stability, foundation bearing capacity, and tunnel surrounding rock support, for example, landslide prevention and dam foundation anti-sliding calculation. The accurate measurement of these parameters is crucial to ensuring the safety and reliability of engineering structures, helping engineers assess potential sliding risks and take corresponding preventive measures.

[0005] Revealing the mechanical properties of material interfaces: The shear characteristics of the interface between soil or rock and materials such as concrete and geogrids directly affect the load transfer efficiency of structures such as pile foundations, anchors, and retaining walls. Experiments can optimize interface design and prevent debonding failure. Understanding the mechanical behavior of these interfaces helps improve the overall performance of structures and reduce structural damage caused by interface failure.

[0006] Research on the behavior of weak structural planes: Weak interlayers or structural planes are the main controlling factors for rock mass instability. Shear tests can quantify the shear strength decay law, providing a basis for engineering reinforcement. Through these tests, engineers can better understand the mechanical behavior of weak structural planes, thereby designing more effective reinforcement schemes.

[0007] Multi-field coupling effect analysis: Modern experiments combine seepage, temperature, and other conditions to simulate shear responses under complex working conditions (such as water-rock interactions and freeze-thaw cycles), improving the accuracy of disaster prediction. These analyses help evaluate the performance of geotechnical materials under different environmental conditions, providing a scientific basis for disaster prevention and management.

[0008] The specifications require that, according to the "Code for Geotechnical Investigation" (GB50021), each group of direct shear tests for rock mass should contain ≥5 specimens (shear area ≥0.25m²), and each group of tests for soil or rock mass should contain ≥3 specimens (area ≥0.3m²). Normal loads should be applied in stages according to the design load. These specifications ensure the standardization of testing and the reliability of results, providing clear guidance for the design and construction of geotechnical engineering projects.

[0009] Equipment types: Direct shear apparatus (horizontal push method / oblique push method), triaxial apparatus, vane shear apparatus, etc. are widely used. Among them, the direct shear test has become the mainstream due to its ease of operation, but it has the limitation of uneven stress distribution. The use of these devices makes shear testing more efficient and accurate. Nevertheless, the limitations of the equipment need to be considered in test design and result interpretation.

[0010] Development of novel devices: For example, shear apparatuses made of transparent soil boxes and lightweight non-metallic materials support in-situ observation of particle reorganization and calcareous sand fracturing processes via CT scanning, overcoming the poor penetration limitations of traditional metal equipment. These innovative devices provide new perspectives for shear testing, enabling clearer observation and analysis of microscopic changes during the shearing process.

[0011] Multi-parameter monitoring: Integrating axial force and displacement sensors enables simultaneous, high-precision acquisition of normal / tangential loads and deformations during shearing. This advancement in monitoring technology makes shear test data more comprehensive and accurate, contributing to a deeper understanding of material behavior under shear.

[0012] Numerical Modeling and Theoretical Extension: Based on experimental data, MHC (mechanical-hydraulic-chemical) coupled models were constructed to simulate the evolution of shear strength under water-rock interaction, pushing the theory from single mechanics to multi-physics fields. These model and theoretical developments provide more comprehensive and complex tools for the analysis and design of geotechnical engineering.

[0013] The concept of residual strength is introduced to guide long-term stability analysis (such as the assessment of ancient landslide reactivation). Residual strength refers to the strength of a material when it reaches a stable state after shear deformation. This concept is particularly important for assessing long-term stability, especially when considering the reactivation of historical landslides or potential landslides.

[0014] The shortcomings of existing technologies are: difficult assembly, inability to achieve standardized experiments, long experimental cycles, slow experimental speed, and excessively high costs.

[0015] On April 22, 2025, a search was conducted in the China Patent Publication Database using "reaction force and rock and soil and vertical and horizontal and sliding plate" as the abstract keywords and with the option to allow synonym expansion selected. No relevant literature was found.

[0016] On April 22, 2025, an abstract search was conducted on CNKI (China National Knowledge Infrastructure) using the keywords "reaction force and rock and soil and vertical and horizontal and sliding plate", but no relevant literature was found.

[0017] On April 22, 2025, a search was conducted on the U.S. Patent and Trademark Office website for the phrase "reaction with force with rock with soil with vertical with horizontal with skateboard," but no relevant literature was found; the search URL is https: / / ppubs.uspto.gov / pubwebapp / .

[0018] On April 22, 2025, a search was conducted on WIPO's website https: / / patentscope2.wipo.int / for the search term "reaction and force and rock and soil and vertical and horizontal and skateboard", but no relevant literature was found.

[0019] On April 22, 2025, a search was conducted on the website of the Japan Patent Office (https: / / www.j-platpat.inpit.go.jp / ) for the search term "reaction and force and rock and soil and vertical and horizontal and skateboard", but no relevant literature was found.

[0020] It is completely different from the concept of this patent. Utility Model Content

[0021] The purpose of this utility model is to provide a lightweight and stable in-situ direct shear reaction anchorage structure for rock masses with better performance. The specific purpose is explained in the multiple substantive technical effects in the specific implementation section.

[0022] To achieve the above objectives, the present invention adopts the following technical solution:

[0023] To achieve the above objectives, the present invention adopts the following technical solution:

[0024] The lightweight and stable in-situ direct shear reaction anchorage structure for rock mass is characterized by...

[0025] The stabilizing structure includes a shear box 3; the vertical ball joint is a structure without top and bottom covers, but surrounded by side walls.

[0026] A rolling slide plate 14 is installed on the sample with a shear box, and a vertical bidirectional force-giving structure 9 is arranged on the upper part of the rolling slide plate 14.

[0027] A compression plate 17 is arranged below the rolling slide plate 14, and there is a gap between the edge of the compression plate 17 and the side wall of the shear box 3.

[0028] A vertical stress sensor 11 is installed above the vertical bidirectional force-giving structure 9. The vertical stress sensor 11 can receive the force of the bidirectional force-giving structure and transmit it to the reaction system.

[0029] A pressure reaction device 5 is arranged on the plate-like structure;

[0030] The pressure reaction device 5 is installed on the column 1 via the upper beam structure 6;

[0031] The column 1 comprises multiple columns, and the bottom of the column 1 can be placed in the foundation pit 20;

[0032] The column 1 is fixed in the foundation pit 20, which can quickly achieve in-situ direct shear.

[0033] A further technical solution of this utility model is that the bottom of the column 1 includes a bottom support structure 2, which can fix the column to the ground; or the bottom of the column 1 can be fixed to the ground by concrete.

[0034] A further technical solution of this utility model is that the pressure reaction device 5 can fix the split body 4 by the split fixing bolt 7, and the pressure reaction device 5 and the split body 4 can be transported separately.

[0035] A further technical solution of this utility model is that a vertical ball joint 12 is arranged at the end of the vertical bidirectional force-giving structure 9.

[0036] A further technical solution of this utility model is that the lower part of the shear box 3 is a blade wall 16, and the blade wall 16, i.e. the lower structure, includes a pointed top.

[0037] A further technical solution of this utility model is that a horizontal bidirectional force-giving structure 18 is arranged on the side of the shear box 3, and a horizontal stress sensor 10 and a horizontal ball joint 13 are arranged on the power shaft of the horizontal bidirectional force-giving structure. The side of the horizontal bidirectional force-giving structure 18 is a side extrusion wall 8.

[0038] A further technical solution of this utility model is that it also includes a sensor capable of measuring the deformation of the test material 19 in the vertical direction and a sensor capable of measuring the displacement of the test material 19 in the horizontal direction.

[0039] A further technical solution of this utility model is that the sensor capable of measuring the deformation of the test material 19 in the vertical direction includes four LVDT deformation sensors, which are respectively installed at vertical deformation test position 171, vertical deformation test position 172, vertical deformation test position 173, and vertical deformation test position 174; the sensor capable of measuring the displacement of the test material 19 in the horizontal direction is a horizontally arranged LVDT deformation sensor.

[0040] A further technical solution of this utility model is that the test material 19 in the middle of the shear box 3 and the test material 19 at the bottom of the foundation pit are connected together before the test work.

[0041] A further technical solution of this utility model is that the side extrusion wall 8 can be extruded onto the flat sidewall of the concrete of the foundation pit.

[0042] The present invention, which adopts the above technical solution, has the following advantages over the prior art: Compared with the defects of the prior art, such as "difficult assembly, inability to achieve standardized experiments, long experimental cycle, slow experimental speed, and high cost", this patent is easy to assemble, can achieve rapid experiments, has low cost, and can achieve standardized rapid experiments. Attached Figure Description

[0043] To further illustrate this utility model, the following description is provided in conjunction with the accompanying drawings:

[0044] Figure 1 This is a schematic diagram of the front structure of the utility model;

[0045] Figure 2 A perspective view of the utility model;

[0046] Figure 3 A perspective view of the utility model from another angle;

[0047] Figure 4 This is a side view of the utility model.

[0048] Figure 5 This is a top view of the structure of the utility model;

[0049] Figure 6 This is a layout diagram for the utility model and the test pit;

[0050] Figure 7 A perspective view of the utility model;

[0051] The components include: 1. Column; 2. Bottom support structure; 3. Shear box; 4. Split-type structure; 5. Pressure reaction device; 6. Upper beam structure; 7. Split fixing bolts; 8. Side extrusion wall; 9. Vertical bidirectional force-applying structure; 10. Horizontal stress sensor; 11. Vertical stress sensor; 12. Vertical ball joint; 13. Horizontal ball joint; 14. Rolling slide plate; 15. Ball bearing; 16. Knife wall; 17. Extrusion plate; 18. Horizontal bidirectional force-applying structure; 19. Test material; 20. Foundation pit; 21. Side wall; 22. Horizontal deformation test space; 171. Vertical deformation test position 1; 172. Vertical deformation test position 2; 173. Vertical deformation test position 3; 174. Vertical deformation test position 4. Detailed Implementation

[0052] The present invention will be further explained below with reference to the accompanying drawings and specific embodiments. It should be understood that the following specific embodiments are only for illustrating the present invention and are not intended to limit the scope of the present invention. In the description of the present invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," "outer," "top," and "bottom," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the present invention. In addition, unless otherwise expressly specified and limited, the terms "installation," "connection," and "joining" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal connection of two components. For those skilled in the art, the specific meaning of the above terms in the present invention can be understood according to the specific circumstances.

[0053] It should be noted that, in this document, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus.

[0054] This patent provides multiple parallel solutions; the different descriptions represent improved or parallel solutions based on a basic solution. Each solution has its own unique characteristics. Furthermore, the technical features involved in the different embodiments of this utility model described below can be combined with each other as long as they do not conflict with each other. Fixing methods not described herein can be any type of fixing, such as threaded fixing, bolt fixing, or adhesive bonding.

[0055] Example 1: Referring to all the attached drawings; A lightweight and stable structure for in-situ direct shear reaction anchoring of rock mass, characterized in that...

[0056] The stabilizing structure includes a shear box 3; the vertical ball joint is a structure without top and bottom covers, but surrounded by side walls.

[0057] A rolling slide plate 14 is installed on the sample with a shear box, and a vertical bidirectional force-giving structure 9 is arranged on the upper part of the rolling slide plate 14.

[0058] A compression plate 17 is arranged below the rolling slide plate 14, and there is a gap between the edge of the compression plate 17 and the side wall of the shear box 3.

[0059] A vertical stress sensor 11 is installed above the vertical bidirectional force-giving structure 9. The vertical stress sensor 11 can receive the force of the bidirectional force-giving structure and transmit it to the reaction system.

[0060] A pressure reaction device 5 is arranged on the plate-like structure;

[0061] The pressure reaction device 5 is installed on the column 1 via the upper beam structure 6;

[0062] The column 1 comprises multiple columns, and the bottom of the column 1 can be placed in the foundation pit 20;

[0063] The column 1, fixed in the foundation pit 20, enables rapid in-situ direct shearing. The substantive technical effects and implementation process of this technical solution, i.e., its basic functions, are as follows:

[0064] This is a specialized device used for shear testing of soil or rock masses themselves, along weak structural planes, and at the contact surfaces between rock masses and other materials. Its working principle involves applying a vertical (normal) load to the soil or rock sample and, after consolidation and stabilization, applying a horizontal shear force to cause the sample to fail on a defined shear plane. The failure shear stress of the sample is recorded, and a curve showing the relationship between the failure shear stress and the vertical (normal) load is plotted, thereby determining the cohesion C and internal friction angle Φ of the soil or rock.

[0065] Main indicators and parameters: 1. Specimen size: 500*500*350mm

[0066] 2. Pressure application device: 500KN / 500KN dual-acting hydraulic cylinder (manual hydraulic pump loading)

[0067] 3. Force measuring device: 500KN strain gauge pressure sensor

[0068] 4. Displacement device: Displacement gauge (directly acquired by computer) Measurement range: 0-50mm

[0069] 5. Reaction device: Reaction frame (normal four columns, tangential baffle type)

[0070] 6. Recording device: Automatically displays collected data and stores it.

[0071] This patent innovatively integrates the reaction device into a rapid whole, enabling rapid shear force experiments.

[0072] Test equipment: 1) Two-way hydraulic cylinder: one for applying vertical pressure and one for applying tangential shear force. The output force of the two-way hydraulic cylinder must meet the estimated test pressure. The vertical two-way force-applying structure 9 and the horizontal two-way force-applying structure 18 are these two components, or jacks can be used instead.

[0073] 2) Rolling slide: Used to reduce friction between the sample and the vertical jack base.

[0074] 3) Force measuring system: used to measure the tangential movement distance of the test specimen and the deformation and stress of the specimen under vertical load.

[0075] The deformation is measured by a displacement gauge, i.e., an LVDT deformation sensor. The stress conditions are assessed using a vertical stress sensor (11) and a horizontal stress sensor (10).

[0076] 4) Reaction frame: used to obtain vertical load on the sample. The pressure reaction device 5 above this patent is made into a detachable type, which is convenient for transportation and easy to fix.

[0077] Installation guidelines: Before installation, sensors, displacement gauges, and double-acting hydraulic cylinders, among other instruments and equipment, should be calibrated and verified. Installation and use are only permitted when the equipment is stable and operating normally.

[0078] Equipment installation should be carried out with care, and impacts to the samples must be strictly avoided. Effective protective measures should be taken when necessary. The relative positions of various instruments and equipment should be specified.

[0079] When required by the project, the sample is subjected to water saturation treatment, and the immersion time depends on the water permeability of the sample.

[0080] Test Method: 1) At the start of the test, apply vertical loads to the specimen in stages (located at the center of the shear plane). The maximum normal load should be greater than the design load. Generally, 4-5 stages of load (compression) can be applied to meet the test requirements. When the load is less than 50 kPa, the pressure can be applied in one step. After applying the load, measure the deformation every 5 minutes. When the deformation per minute does not exceed 0.05 mm, apply the next stage of load. After the last stage of load is applied, if the vertical deformation does not exceed 0.05 mm within 1 hour, it can be considered stable, and shear load can then be applied.

[0081] 2) Apply tangential shear stress to the specimen (located at the center of the shear joint). This can be done uniformly and continuously using a two-way cylinder, controlling the rate of shear deformation at approximately 5 mm per minute. During the test, measure the shear stress and shear deformation every 20 seconds until the shear stress no longer increases with deformation. Shear stress can also be applied in stages, increasing by one stage every 30 seconds. Initially, apply 10% of the total vertical load. When the deformation under a certain stage of tangential shear exceeds 1.5 to 2.0 times the deformation of the previous stage, change to applying 5% of the total vertical load. Record the horizontal displacement after each stage. When the tangential shear reaches its peak or stable value, the specimen is considered sheared. If none of the above occurs, the test can be stopped when the shear deformation reaches 0.05 to 0.10 times the specimen side length.

[0082] During the application of tangential shear stress, the vertical load should remain constant. The shear failure time should ideally be controlled within 5 to 10 minutes.

[0083] 3) For the same soil layer, shear tests should be conducted on 3 to 4 specimens under different vertical load conditions in the same manner.

[0084] 4) Determine the unit weight and moisture content of the soil samples before and after the test.

[0085] 5) Determination of the friction coefficient of a rolling slide plate: The friction coefficient of a rolling slide plate composed of balls and steel plates is very small and can be ignored. When high test accuracy is required, and it is believed that the friction of the slide plate may affect the value of the shear force, a friction coefficient determination test should be performed.

[0086] The test can be conducted by performing a horizontal thrust test on the skateboard under 2 to 3 different vertical pressures. On the rectangular coordinates of horizontal and vertical forces, the test result point is connected to the origin of the coordinates by a straight line. The tangent function tan Φ of the angle between the straight line and the horizontal axis is the friction coefficient ƒ of the skateboard.

[0087] The horizontal bidirectional force-applying structure applies force at the center point of the shear box's side, with the force acting through the center of the sample. Both the horizontal and vertical bidirectional force-applying structures are jacks or hydraulic cylinders. Similar pressure-providing devices are all within the scope of this patent.

[0088] The horizontal stress sensor, vertical stress sensor, and displacement gauge are all communicatively connected to the central control unit. This enables integrated control and data acquisition, facilitating subsequent integrated experiments and calculations.

[0089] Example 2: As a further improvement, parallel, or optional independent solution, the bottom of the column 1 includes a bottom support structure 2, which can fix the column to the ground; or the bottom of the column 1 can be fixed to the ground by concrete. The substantive technical effect and implementation process of the technical solution here, i.e., the basic function, are as follows: This embodiment provides at least two fixing methods. Similar fixing methods are all within the protection scope of this patent. The fixing method and structure can be flexibly adjusted according to the specific ground environment.

[0090] Example 3: As a further improvement, parallel, or optional independent solution, the pressure reaction device 5 can be fixed to the split-part 4 by the split fixing bolts 7, and the pressure reaction device 5 and the split-part 4 can be transported separately. The substantial technical effect and implementation process of this technical solution, i.e., its basic function, are as follows: it can be transported separately, installed quickly, and has a relatively small size.

[0091] Example 4: As a further improvement, parallel, or optional independent solution, a vertical ball joint 12 is arranged at the end of the vertical bidirectional force-applying structure 9. The substantial technical effect and implementation process of this technical solution, i.e., its basic function, are as follows: The ball joint is a universal joint. Therefore, force can be applied in multiple directions. Installation requirements are relatively low.

[0092] Example 5: As a further improvement, parallel, or optional independent solution, the lower part of the shear box 3 is a blade wall 16, which includes a pointed top. The substantive technical effect and implementation process of this technical solution, i.e., its basic function, is as follows: to facilitate the downward insertion of the substance to be measured.

[0093] Example 6: As a further improvement, parallel solution, or optional independent solution, a horizontal bidirectional force-applying structure 18 is arranged on the side of the shear box 3. A horizontal stress sensor 10 and a horizontal ball joint 13 are arranged on the power shaft of the horizontal bidirectional force-applying structure. The side of the horizontal bidirectional force-applying structure 18 is a side compression wall 8. Example 7: As a further improvement, parallel solution, or optional independent solution, it also includes a sensor capable of measuring the deformation of the test material 19 in the vertical direction and a sensor capable of measuring the displacement of the test material 19 in the horizontal direction.

[0094] Example 8: As a further improvement, parallel, or optional independent solution, the sensor capable of measuring the vertical deformation of the test material 19 includes four LVDT deformation sensors, which are respectively installed at vertical deformation test positions 171, 172, 173, and 174. The sensor capable of measuring the horizontal displacement of the test material 19 is a horizontally arranged LVDT deformation sensor. The substantial technical effect and implementation process of the technical solution described herein, i.e., its basic function, are as follows: similar sensors are all within the scope of protection of this patent. For example, infrared position sensors can also achieve accurate distance measurement.

[0095] Example 9: As a further improvement, parallel, or optional independent solution, the test material 19 in the middle of the shear box 3 and the test material 19 at the bottom of the pit are connected together before the testing work.

[0096] Example 10: As a further improvement, parallel, or alternative independent solution, the side extrusion wall 8 can be extruded onto the flat sidewall of the concrete in the foundation pit.

[0097] Innovatively, each of the above effects exists independently, yet a single structure can be used to combine the results.

[0098] It should be noted that the multiple modules in this patent are an integration of existing technology modules and do not involve any new modules. Even if some modules use programs, those programs are undoubtedly known programs.

[0099] It should be noted that the multiple solutions provided in this patent include their own basic solutions, which are independent of each other and do not restrict each other. However, they can also be combined with each other without conflict to achieve multiple effects.

[0100] The foregoing has shown and described the basic principles, main features, and advantages of this utility model. Those skilled in the art should understand that this utility model is not limited to the above embodiments. The embodiments and descriptions in the specification are merely illustrative of the principles of this utility model. Various changes and modifications can be made to this utility model without departing from its spirit and scope, and all such changes and modifications fall within the scope of the claims.

Claims

1. A lightweight and stable structure for in-situ direct shear reaction anchoring of rock mass, characterized in that: The stable structure includes a shear box (3); the vertical ball joint is a structure without top and bottom covers and surrounded by side walls; a rolling slide plate (14) is installed on the sample with the shear box, and a vertical bidirectional force-giving structure (9) is arranged on the upper part of the rolling slide plate (14); a compression plate (17) is arranged below the rolling slide plate (14), and there is a gap between the edge of the compression plate (17) and the side wall of the shear box (3); a vertical stress sensor (11) is installed above the vertical bidirectional force-giving structure (9), and the vertical stress sensor (11) can receive the force of the bidirectional force-giving structure and transmit it to the reaction system; a pressure reaction device (5) is arranged on the plate structure; the pressure reaction device (5) is installed on the column (1) through the upper beam structure (6); the column (1) includes multiple columns, and the bottom of the column (1) can be placed in the foundation pit (20); the column (1) fixed in the foundation pit (20) can quickly realize in-situ direct shear.

2. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, characterized in that, The bottom of the column (1) includes a bottom support structure (2) which can fix the column to the ground; or the bottom of the column (1) can be fixed to the ground by concrete.

3. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, characterized in that, The pressure reaction device (5) can fix the split body (4) by the split fixing bolt (7), and the pressure reaction device (5) and the split body (4) can be transported separately.

4. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, characterized in that, A vertical ball joint (12) is arranged at the end of the vertical bidirectional force-giving structure (9).

5. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, characterized in that, Below the shear box (3) is the blade wall (16), which is the structure below containing a pointed top.

6. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, wherein, A horizontal bidirectional force-giving structure (18) is arranged on the side of the shear box (3). A horizontal stress sensor (10) and a horizontal ball joint (13) are arranged on the power shaft of the horizontal bidirectional force-giving structure. The side of the horizontal bidirectional force-giving structure (18) is a side extrusion wall (8).

7. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, characterized in that, It also includes a sensor capable of measuring the deformation of the test material (19) in the vertical direction and a sensor capable of measuring the displacement of the test material (19) in the horizontal direction.

8. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 7, characterized in that, The sensor capable of measuring the deformation of the test material (19) in the vertical direction includes four LVDT deformation sensors, which are respectively installed at the vertical deformation test position (171), vertical deformation test position (172), vertical deformation test position (173), and vertical deformation test position (174). The sensor capable of measuring the displacement of the test material (19) in the horizontal direction is a horizontally arranged LVDT deformation sensor.

9. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, characterized in that, The test material (19) in the middle of the shear box (3) and the test material (19) at the bottom of the pit were connected together before the test work.

10. The in-situ rock mass direct shear reaction anchor portable stabilization structure according to claim 1, wherein, The side extrusion wall (8) can be extruded onto the flat sidewall of the concrete in the foundation pit.

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