In-situ testing mold for fracture, overhead rock mass deformation and strength parameters

Abstract

The present invention relates to the technical field of rock mass deformation parameter and strength parameter test, and provides an in-situ test mold for the deformation and strength parameters of a broken and overhead rock mass, comprising an upper shear box and a lower shear box; the upper shear box and the lower shear box are both cylindrical structures with upper and lower ends open; the upper shear box is arranged above the lower shear box; the upper shear box and the lower shear box are detachably connected via a first connecting structure; an annular separator is arranged between the bottom of the upper shear box and the top of the lower shear box; the inner diameter of the upper shear box is D1, the inner diameter of the lower shear box is D2, the inner diameter of the annular separator is D3, and the outer diameter of the annular separator is D4; wherein, D3<D1<D4, D3<D2<D4. The present invention can be used for on-site testing of the deformation and strength parameters of broken and overhead rock masses.

Description

Technical Field

[0001] The invention relates to the technical field of rock mass deformation parameter and strength parameter testing, in particular to an in-situ testing mold for deformation and strength parameters of a fragmented and overhead rock mass. Background Art

[0002] Fragmented and suspended rock mass refers to the rock mass formed by various deformations and destructions of large rock slopes or slopes and the fragmented rock mass in the structural fracture zone. Most of them are huge in size, contain no mud or little mud, and are scattered and suspended. They are the main body outside the boundary of large geological disaster bodies and original rock destruction, and are the main body of secondary geological disasters. Fragmented rock mass is also the main body of the structural fracture zone except the mud zone that controls the stability of the slope rock mass. The strength and deformation parameters of "fragmented and suspended rock mass" are one of the difficulties and key points in the current research on rock mass mechanics parameters. Due to the overhead and scattered structural form, this type of rock mass will disintegrate with a slight disturbance. At present, there is no good technology and method for conducting large-scale specimens on the deformation and strength parameters of "fragmented and suspended rock mass" in situ to test deformation parameters and shear strength parameters.

[0003] The "fragmented and suspended rock masses" widely distributed on various large slopes are mostly the products of the toppling deformation and damage, buckling deformation and damage, creep and tensile cracking deformation and damage, and large-scale collapse of high and steep rock slopes:

[0004] The toppling deformation and failure of high and steep rock slopes is the main deformation and failure type of anti-dip layered structure slopes. It is formed by long-term deformation and failure of anti-dip layered structure slopes cut by river valleys. It is one of the main types of deformation and failure of layered valley slopes. There are many large and extra-large toppling deformation and failure bodies widely distributed in the mountainous areas of southwest my country, the areas around the Qinghai-Tibet Plateau, the Alps in Europe, the Rocky Mountains in America and other mountainous areas. Some of them stretch for thousands of meters and have a volume of tens to hundreds of millions of cubic meters, which have a significant impact on the geological environment in mountainous areas, the occurrence of geological disasters, human living environment and engineering construction.

[0005] At present, there have been in-depth studies on the boundaries, causes and stability analysis of large-scale collapsed deformed bodies, and there are a variety of methods and procedures for stability calculation. However, in the study of physical and mechanical properties and parameter selection, it is very difficult to conduct on-site deformation and strength tests in areas with severe deformation, overhead and damage. It is basically in the state of empirical valuation, and new technologies and methods need to be innovated.

[0006] Buckling deformation failure is the main deformation and failure type of high and steep rock slopes along the bedding layer. It is a typical type of long-term bending deformation failure of the bedding inclined (side) slope rock strata. It is not only large in scope and scale, but also has poor stability of the slope rock mass after destruction. It is an important area for secondary geological disasters to occur, and has a great impact on engineering construction and human life.

[0007] At present, we have a good understanding and calculation procedures for the formation boundaries, causal mechanisms, stability analysis and calculations, etc. For the bedding failure boundaries (slip zones), since they are mainly composed of muddy materials, there are relatively successful methods and results for obtaining the values ​​of the controlling physical and mechanical property parameters. However, the mechanical parameters of the in-situ specimens of the buckling section and the shear zone formed by it, which are in the form of debris and blocks due to the fragmentation and overhead rock mass, including the deformation modulus and strength parameters, have not been well solved, and new technologies and methods need to be innovated.

[0008] The sliding bodies of large landslides and large collapse deposits formed on massive rock slopes are almost entirely composed of destroyed rock blocks and fragments. They are obviously overhead and present a distinct scattered structure. Slight disturbances will cause deformation and damage. Currently, it is a major difficulty to obtain large-scale in-situ specimens of such scattered and overhead deformation and damage bodies and to conduct on-site strength tests to obtain strength parameters, which requires the innovation of new technologies and methods.

[0009] The broken rock mass (excluding fault mud) that constitutes the main body of the fault fracture zone is the main body of the fault zone and is also the main body of the rock deformation analysis. Obtaining their strength parameters and deformation parameters is an important parameter for evaluating the stability of the rock mass. Due to the certain ground stress environment, the slightest disturbance will cause the rock mass to break after being exposed. Testing the deformation and strength parameters in situ is still a technical difficulty currently faced, and new technologies and methods need to be innovated.

[0010] The deformation and strength parameters of "fragmented and overhead rock mass" are the controlling mechanical parameters for the current stability evaluation of large-scale deformed and damaged rock slopes and the prediction, forecast and prevention of geological disasters. The acquisition of deformation and strength parameters of this type of special rock mass is not only a difficult point in the current research on basic mechanical parameters of slopes and geological disasters, but also one of the decisive factors controlling the reliability of slope stability calculation results. It is in a blank state in the current field of rock mass deformation, strength parameter testing and value research.

[0011] Among the many methods for obtaining rock mass deformation and strength parameters, the most accurate and direct method is on-site in-situ testing. For rock masses with good integrity, such as monolithic structures, block structures, and layered structures, there are relatively feasible test methods and equipment for on-site testing and testing of strength parameters. However, for broken and overhead rock masses, due to their broken and overhead structures, they will disintegrate and spall with a slight disturbance. At present, there is no better method to make in-situ specimens on site and conduct large-scale "broken and overhead rock mass" strength tests. Therefore, it is impossible to obtain the strength parameters of this type of rock mass in its in-situ state. Summary of the invention

[0012] The technical problem to be solved by the present invention is to provide an in-situ testing mold for deformation and strength parameters of a fragmented and suspended rock mass, which is used for testing the deformation and strength parameters of a fragmented and suspended rock mass on site.

[0013] The technical solution adopted by the embodiment of the present invention to solve its technical problems is: an in-situ testing mold for fragmentation, overhead rock deformation and strength parameters, including an upper shear box and a lower shear box; the upper shear box and the lower shear box are both cylindrical structures with openings at both ends; the upper shear box is arranged above the lower shear box; the upper shear box and the lower shear box are detachably connected by a first connecting structure; an annular separator is arranged between the bottom of the upper shear box and the top of the lower shear box; the inner diameter of the upper shear box is D1, the inner diameter of the lower shear box is D2, the inner diameter of the annular separator is D3, and the outer diameter of the annular separator is D4; wherein, D3<D1<D4, D3<D2<D4.

[0014] Furthermore, the first connection structure includes a screw connected to the lower shear box in a threaded manner and extending upward, and a nut screwed on the thread at the end of the screw, and a first through hole for the screw to pass through is provided on the wall of the upper shear box.

[0015] Furthermore, a handle is fixed to the upper end of the screw.

[0016] Furthermore, the annular separator is provided with a second through hole for the screw to pass through.

[0017] Furthermore, a first grouting hole is arranged on the outer wall of the lower shear box.

[0018] Furthermore, a first overflow hole is provided on the top of the outer wall of the lower shear box.

[0019] Furthermore, a second grouting hole is arranged on the outer wall of the upper shear box.

[0020] Furthermore, a second overflow hole is provided at the bottom of the outer wall of the upper shear box.

[0021] Furthermore, an upper head is fixed to the bottom of the outer wall of the upper shear box, and a lower head is fixed to the top of the outer wall of the lower shear box; the upper head and the lower head are respectively located on both sides of the cylindrical structure formed by the upper shear box and the lower shear box.

[0022] Furthermore, a protrusion extending downward is provided at the end of the upper head away from the outer wall of the upper shear box.

[0023] The beneficial effects of the present invention are as follows: the in-situ testing mold for deformation and strength parameters of broken and overhead rock masses of the embodiment of the present invention sets an annular partition between the upper and lower shear boxes. When the in-situ testing mold is put on the test sample, the annular partition divides the space between the inner surface of the shear box and the side of the test sample into two upper and lower spaces, and then a curing agent is injected into the two spaces respectively to fill the space between the inner surface of the shear box and the side of the test sample, thereby avoiding load concentration during the shear test and lateral deformation during the deformation test. After the curing agent is cured, deformation tests and strength tests can be carried out through vertical loading devices and radial loading devices, thereby obtaining the deformation parameters and strength parameters of the broken and overhead rock masses. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 Schematic diagram of the structure of a mold for in-situ testing of crushing, overhead rock mass deformation and strength parameters according to an embodiment of the present invention;

[0025] Figure 2 yes Figure 1 Middle AA section view;

[0026] Figure 3 is a schematic structural diagram of an annular separator in an embodiment of the present invention;

[0027] Figures 4 to 10 It is a schematic diagram of various steps of testing a rock mass using the in-situ testing mold for fragmentation, overhead rock mass deformation and strength parameters according to an embodiment of the present invention.

[0028] The reference numbers in the figure are: 1-initial rock sample, 2-center anchor hole, 3-wall protection tube, 4-anchor rod, 5-core sample, 6-installation space, 7-heat shrink sleeve, 8-test sample, 9-core protection tube, 10-upper shear box, 11-lower shear box, 12-annular separator, 13-screw, 14-nut, 15-first through hole, 16-handle, 17-second through hole, 18-first grouting hole, 19-first overflow hole, 20-second grouting hole, 21-second overflow hole, 22-upper head, 23-lower head, 24-bump, 25-vertical loading device, 26-radial loading device, 104-upper injection space, 105-lower injection space, 106-upper limit cylinder, 107-lower limit cylinder. DETAILED DESCRIPTION

[0029] The fragmented and suspended rock mass in the present invention refers to a rock mass with a fragmented and suspended structure, poor stability, and easy to break, deform, or even scatter.

[0030] The present invention is further described below in conjunction with the accompanying drawings and embodiments.

[0031] The in-situ testing mold for fracture, overhead rock deformation and strength parameters of the embodiment of the present invention comprises an upper shear box 10 and a lower shear box 11; the upper shear box 10 and the lower shear box 11 are both cylindrical structures with openings at both ends; the upper shear box 10 is arranged above the lower shear box 11; the upper shear box 10 and the lower shear box 11 are detachably connected via a first connecting structure; an annular separator 12 is arranged between the bottom of the upper shear box 10 and the top of the lower shear box 11; the inner diameter of the upper shear box 10 is D1, the inner diameter of the lower shear box 11 is D2, the inner diameter of the annular separator 12 is D3, and the outer diameter of the annular separator 12 is D4; wherein, D3<D1<D4, D3<D2<D4.

[0032] like Figure 1 , Figure 2 As shown, the upper shear box 10 and the lower shear box 11 are both cylindrical structures with openings at both ends. In order to ensure the strength and rigidity of the upper shear box 10 and the lower shear box 11, they are both made of steel. Preferably, the inner diameter of the upper shear box 10 is equal to the inner diameter of the lower shear box 11, and the outer diameter of the upper shear box 10 is equal to the outer diameter of the lower shear box 11.

[0033] The inner diameters of the upper shear box 10 and the lower shear box 11 in the embodiment of the present invention are both larger than the diameter of the test sample, in order to facilitate the shear box to be put on the test sample 8, and to avoid damage to the test sample 8 due to collision during the installation of the shear box. The inner diameter of the annular separator 12 should be compatible with the diameter of the test sample 8, in order to separate the space between the inner surface of the shear box and the side of the test sample into two upper and lower spaces through the annular separator 12 after the test mold is put on the test sample 8, so as to avoid the curing agent injected into the two spaces from being connected together.

[0034] The first connection structure can be a connection block respectively arranged on the outer wall of the upper shear box 10 and the lower shear box 11, and the two corresponding connection blocks are connected by bolts. The present invention provides a preferred embodiment, wherein the first connection structure includes a screw rod 13 connected to the lower shear box 11 in a threaded connection manner and extending upward, and a nut 14 screwed on the thread at the end of the screw rod 13, and a first through hole 15 for the screw rod 13 to pass through is arranged on the wall of the upper shear box 10.

[0035] like Figure 1As shown, the lower end of the screw rod 13 is screwed into the threaded hole at the top of the lower shear box 11 along the circumferential direction of the lower shear box 11, preferably evenly distributed, and the upper end of the screw rod 13 is connected to the nut 14 after passing through the first through hole 15 on the upper shear box 10. After tightening the nut 14, the connection between the upper shear box 10 and the lower shear box 11 can be achieved. In order to facilitate the rotation of the screw rod 13, a handle 16 is fixed to the upper end of the screw rod 13. When in use, the screw rod 13 can be driven to rotate by simply turning the handle 16, thereby connecting or separating the screw rod 13 from the lower shear box 11. In the embodiment of the present invention, the handle 16 is annular, and the handle 16 can be welded to the upper end of the screw rod 13, or it can be integrally formed with the screw rod 13. Of course, the handle 16 can also be in other shapes, which are not specifically limited here.

[0036] like Figure 3 As shown, the annular separator 12 is provided with a second through hole 17 for the screw 13 to pass through. The annular separator 12 can be an integral structure or can be formed by splicing two half rings. Preferably, the outer diameter of the annular separator 12 is equal to the outer diameter of the upper shear box 10.

[0037] The process of using the in-situ testing mold for crushing, overhead rock mass deformation and strength parameters of the embodiment of the present invention to perform deformation and shear tests on rock mass is as follows:

[0038] S1. Select a sampling site on site, remove loose materials on the rock surface, and expose relatively representative broken and overhead rock. Then pour liquid binder on the rock surface, and the binder penetrates into the rock, and after solidification and bonding, it forms the initial rock sample 1, such as Figure 4 shown.

[0039] S2, use a drilling device such as a pneumatic drill or a micro rotary drill to drill a central anchor hole 2 downward on the initial rock sample 1, such as Figure 4 Preferably, the diameter of the central anchor hole 2 is 3 to 7 cm and the depth is 1.5 to 4 m. The wall protection tube 3 is installed in the central anchor hole 2, and then the anchor rod 4 is inserted downward into the wall protection tube 3, as shown in FIG. Figure 5 As shown. The upper end of the anchor rod 4 is located outside the central anchor hole 2 and is used to connect with the vertical loading device. The anchor head at the lower end of the anchor rod 4 is fastened to the peripheral wall of the central anchor hole 2. To simplify the view, the structure of the anchor head is not drawn in the figure. Preferably, the anchor rod 4 is a finely rolled threaded steel bar, and the anchor head at the lower end of the anchor rod 4 and the periphery of the central anchor hole 2 are fastened by mutual friction.

[0040] S3, with the anchor rod 4 as the center, use a diamond drill bit to drill downward to form a cylindrical core sample 5, and then put the core protection tube 9 on the core sample 5, as shown in FIG. Figure 6Then, a cutting tool such as a diamond slotting machine or a diamond cutting machine is used to cut away the rock mass around the core sample 5 to form an installation space 6 surrounding the core sample 5, as shown in FIG. Figure 7 shown.

[0041] S4, remove the core protection tube 9, wrap the core sample 5 with a cylindrical heat shrink sleeve 7, and then heat the heat shrink sleeve 7 with a heating gun to shrink the heat shrink sleeve 7 and completely wrap the side of the core sample 5, such as Figure 7 As shown. The heat shrink sleeve 7 in the present invention is a cylindrical structure with two ends open and made of a heat shrink film. Then, a desolvating agent is used to dissolve and release the binder in the core sample 5 to form a test sample 8 with a heat shrink sleeve 7 on the outside and the original rock sample on the inside. Preferably, the top of the heat shrink sleeve 7 is 30 to 50 cm higher than the top of the core sample 5, so that a liquid storage cavity can be formed on the top of the core sample 5 through the heat shrink sleeve 7, and the desolvating agent is poured into the liquid storage cavity so that the top of the core sample 5 is completely immersed in the desolvating agent to improve the release efficiency of the binder.

[0042] S5. First, put the lower shear box 11 on the test sample 8, and then put the annular spacer 12 on the test sample 8, and make the inner surface of the annular spacer 12 abut against the side of the test sample 8. For the convenience of operation, the annular spacer 12 can be made of two half rings; then put the upper shear box 10 on the test sample 8, and then connect the upper shear box 10 and the lower shear box 11 through the first connecting structure. Figure 8 As shown, the inner surface of the upper shear box 10, the upper surface of the annular separator 12 and the side surface of the test sample 8 form an upper injection space 104, and the inner surface of the lower shear box 11, the lower surface of the annular separator 12 and the side surface of the test sample 8 form a lower injection space 105.

[0043] S6. The first connection structure is used to prevent displacement between the upper and lower shear boxes. A curing agent is injected into the upper injection space 104 and the lower injection space 105 respectively. The injection order is not specifically limited here. The curing agent fills the space between the inner surface of the shear box and the side of the test sample 8. After curing, the curing agent forms an upper limit tube 106 and a lower limit tube 107 with high strength. Fig. 9 As shown. Through the limiting effect of the upper limit cylinder 106 and the lower limit cylinder 107, lateral deformation of the test specimen can be avoided in the subsequent deformation test process, and load concentration can be avoided in the subsequent shear test process. Preferably, the curing agent is urea-formaldehyde resin or epoxy resin.

[0044] S7, install the vertical loading device 25 and the radial loading device 26, and remove the first connection structure, and then perform deformation and strength tests on the test sample 8. The vertical loading device 25 mainly includes a pressure plate arranged on the top of the test sample 8, a vertical jack arranged above the pressure plate, and the upper end of the anchor rod 4 passes through the pressure plate and is connected to the hollow vertical jack.

[0045] The radial loading device 26 mainly includes a loading frame and a horizontal jack. The loading frame is placed in the installation space 6. One end of the loading frame abuts against the outer wall of the lower shear box 11, and the other end of the loading frame abuts against the outer wall of the upper shear box 10 through the horizontal jack.

[0046] During the test, a deformation test is first performed, and the normal stress required by the test sample 8 in the embodiment of the present invention during the shear test is used as the basic value. The basic value is divided into 6 to 8 levels as the loading values ​​of each level of the deformation test. According to the limited side test method, the deformation test of graded load is carried out in accordance with the specification without unloading. When the normal stress loaded by the vertical loading device 25 reaches the normal stress required for the shear test, the deformation test is terminated, the test data is recorded, and the deformation modulus of the fragmented and overhead rock mass is calculated through the stress-deformation value of the test. After the deformation test is completed, the horizontal jack is started, the shear test is performed on the sample, and the test data is recorded, and the strength parameters of the fragmented and overhead rock mass are obtained by calculation.

[0047] In the above embodiment, the binder is a solution composed of natural resin and organic solvent I; the desoldering agent is an organic solvent II that can dissolve natural resin. The natural resin mainly comes from amorphous semi-solid or solid organic matter of plant exudates, and the natural resin can be dissolved in alcohol, ether, ketone and other organic solvents. In the embodiment of the present invention, a liquid binder is configured by natural resin and organic solvent I in a certain proportion; when the binder is poured on the surface of the rock mass at the sample preparation position, the liquid binder penetrates downward into the voids or pores in the rock mass. After a period of time, the organic solvent I in the binder volatilizes, and the natural rubber solidifies and bonds to the voids or pores in the rock mass, shaping the rock mass and assisting in structural solidification, thereby forming a structurally stable initial rock sample 1. When the desoldering agent is poured on the top of the core sample 5, the natural resin inside the rock mass dissolves in the organic solvent II to form a solution. After a period of time, the binder in the rock mass is completely released, thereby forming a test sample 8 with a heat shrink sleeve 7 on the outside and an original rock sample on the inside.

[0048] As a preferred solution, the natural resin is shellac resin and / or pine resin. The organic solvent I and the organic solvent II are both industrial alcohol. Preferably, the purity of the industrial alcohol is greater than or equal to 95%. In the embodiment of the present invention, according to the size of the pores of the fragmented and overhead rock mass, three adhesives are prepared, namely, agent A suitable for small pores in the rock mass, agent B and agent C suitable for large pores in the rock mass. Among them, agent A is to dissolve shellac resin in industrial alcohol and configure it as a solution with a mass percentage concentration of less than 20%. Agent B is to dissolve shellac resin in industrial alcohol and configure it as a solution with a mass percentage concentration between 20% and 30%. Agent C is to dissolve shellac resin and pine resin in industrial alcohol together and configure it as a solution with a mass percentage concentration greater than 30%. Preferably, the mass percentage concentration of shellac resin in the solution is between 10% and 20%, and the mass percentage concentration of pine resin in the solution is between 20% and 30%. Of course, according to the degree of fragmentation and overhead of the rock mass, other mass percentage concentrations of solutions can also be configured, which are not specifically limited here.

[0049] In order to conveniently inject the curing agent into the space between the inner surface of the shear box and the side of the test specimen 8, as a preferred solution, Figure 1 As shown, the outer wall of the lower shear box 11 is provided with a first grouting hole 18, and the outer wall of the upper shear box 10 is provided with a second grouting hole 20. When in use, the curing agent is injected into the lower injection space 105 from the first grouting hole 18, and the curing agent is injected into the upper injection space 104 from the second grouting hole 20.

[0050] Furthermore, a first overflow hole 19 is provided at the top of the outer wall of the lower shear box 11, and the number of the first overflow hole 19 can be one, or a plurality of holes evenly distributed around the circumference. Preferably, the first overflow hole 19 is surrounded by the notch at the top of the lower shear box 11 and the lower surface of the annular separator 12. A second overflow hole 21 is provided at the bottom of the outer wall of the upper shear box 10, and the number of the second overflow hole 21 can be one, or a plurality of holes evenly distributed around the circumference. Preferably, the second overflow hole 21 is surrounded by the notch at the bottom of the upper shear box 10 and the upper surface of the annular separator 12. By providing the first overflow hole 19 and the second overflow hole 21, it can be used to check whether the space between the shear position of the test specimen 8 and the shear box is filled with the curing agent, thereby improving the accuracy and reliability of the test data.

[0051] An upper plug 22 is fixed to the bottom of the outer wall of the upper shear box 10, and a lower plug 23 is fixed to the top of the outer wall of the lower shear box 11; the upper plug 22 and the lower plug 23 are respectively located on both sides of the cylindrical structure formed by the upper shear box 10 and the lower shear box 11. Figure 2 As shown. Fig.10As shown, one end of the loading frame abuts against the lower head 23, and the other end of the loading frame abuts against the upper head 22 through the horizontal jack. Further, the end of the upper head 22 away from the outer wall of the upper shear box 10 is provided with a downwardly extending protrusion 24, preferably, the protrusion 24 is integrally formed with the upper head 22. By providing the protrusion 24, it can be ensured that the center line of the horizontal jack is directly opposite to the shear position of the test sample 8.

Claims

1. In-situ testing mold for crushing, overhead rock mass deformation and strength parameters, characterized by: The invention comprises an upper shear box (10) and a lower shear box (11); the upper shear box (10) and the lower shear box (11) are both cylindrical structures with openings at both ends; the upper shear box (10) is arranged above the lower shear box (11); the upper shear box (10) and the lower shear box (11) are detachably connected via a first connecting structure; an annular separator (12) is arranged between the bottom of the upper shear box (10) and the top of the lower shear box (11); the inner diameter of the upper shear box (10) is D1, the inner diameter of the lower shear box (11) is D2, the inner diameter of the annular separator (12) is D3, and the outer diameter of the annular separator (12) is D4; wherein D3<D1<D4, D3<D2<D4.

2. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 1, characterized in that: The first connection structure comprises a screw rod (13) connected to the lower shear box (11) in a threaded connection manner and extending upward, and a nut (14) screwed onto the thread at the end of the screw rod (13); a first through hole (15) for the screw rod (13) to pass through is provided on the wall of the upper shear box (10).

3. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 2, characterized in that: A handle (16) is fixed to the upper end of the screw rod (13).

4. The in-situ testing mold for crushed and overhead rock mass deformation and strength parameters according to claim 1, characterized in that: The annular separator (12) is provided with a second through hole (17) for the screw rod (13) to pass through.

5. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 1, 2, 3 or 4, characterized in that: A first grouting hole (18) is provided on the outer wall of the lower shear box (11).

6. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 5, characterized in that: A first grout overflow hole (19) is provided at the top of the outer wall of the lower shear box (11).

7. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 1, 2, 3 or 4, characterized in that: A second grouting hole (20) is provided on the outer wall of the upper shear box (10).

8. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 7, characterized in that: A second grout overflow hole (21) is provided at the bottom of the outer wall of the upper shear box (10).

9. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 1, characterized in that: An upper head (22) is fixed to the bottom of the outer wall of the upper shear box (10), and a lower head (23) is fixed to the top of the outer wall of the lower shear box (11); the upper head (22) and the lower head (23) are respectively located on two sides of the cylindrical structure formed by the upper shear box (10) and the lower shear box (11).

10. The in-situ testing mold for deformation and strength parameters of fractured and suspended rock mass according to claim 9, characterized in that: The end of the upper head (22) away from the outer wall of the upper shear box (10) is provided with a protrusion (24) extending downward.

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