A method and system for strengthening a water-eroded fractured rock mass

Abstract

This invention provides a method and system for strengthening water-fractured rock masses, relating to the field of coal seam mining technology. The method for strengthening water-fractured rock masses includes: forming a stress layer on the rock face of the water-fractured rock mass; drilling a first borehole in the stress layer and the water-fractured rock mass, extending the first borehole to the fractured area of ​​the water-fractured rock mass; fixing the first end of a tensioning member to the bottom of the first borehole using a binder; tensioning the tensioning member; and fixing the second end of the tensioning member to the stress layer. By installing a tensioning member in the first borehole and fixing the first end of the tensioning member to one end of the fractured area and the second end of the tensioning member to the other end of the fractured area, the fractured area is strengthened. The method for strengthening water-fractured rock masses provided by this invention can prevent severe deformation and damage phenomena such as spalling and collapse of the water-fractured rock mass.

Description

Technical Field

[0001] This invention relates to the field of coal seam mining technology, and in particular to a method and system for strengthening water-fracturing rock masses. Background Technology

[0002] Water-leached fractured rock masses refer to rock masses characterized by low strength, well-developed fissures, and the infiltration of fissure water. Low strength refers to low uniaxial compressive strength; well-developed fissures mean a fissure ratio greater than 15% per unit area; and infiltration of fissure water refers to the presence of water sources near the rock mass flowing along fissures or flowing out of the rock surface. Due to their low strength and complex occurrence conditions, water-leached fractured rock masses are often difficult to stabilize in practical engineering applications, threatening the long-term use of the project. The rock mass, after being cut by fissures, has very poor integrity, with individual rock blocks connected by friction through their own weight or surrounding stress. When such rock masses are disturbed by external forces, the blocks are prone to loosening and deformation. When water flows along the fissures, it significantly reduces the friction between the rock blocks, mainly because water dissolves some of the components between the rock blocks, weakening the interaction forces. Therefore, the stability of water-leached fractured rock masses has always been a challenging research problem in related engineering fields.

[0003] In existing technologies, two main control methods are commonly used to stabilize water-soaked fractured rock masses: passive external protection, which involves using metal supports, concrete walls, concrete piles, etc., to form a barrier structure to prevent rock mass collapse; and internal active protection, which involves inserting an internal metal structure and injecting appropriate cement grout to maintain rock mass stability. However, both methods have their drawbacks: passive external protection measures often only take effect after rock mass deformation, failing to control deformation before frictional changes occur, which significantly increases the load-bearing capacity of the support structure. Internal active support, on the other hand, often results in the metal structure being difficult to embed firmly in the water-soaked area, and after grout injection, it may loosen due to water erosion. Therefore, while both methods are effective for controlling general rock masses, they struggle to maintain stability in water-soaked fractured rock masses as deformation increases over time. Water-soaked fractured rock masses often exhibit severe deformation and damage phenomena such as spalling and collapse, seriously affecting their overall stability. Therefore, the stability control of water-soaked fractured rock masses urgently needs to be addressed. Summary of the Invention

[0004] This invention provides a method for strengthening water-fractured rock masses to address the shortcomings of existing technologies where water-fractured rock masses are prone to severe deformation and damage such as spalling and collapse, resulting in poor overall stability. This method strengthens the fractured areas and prevents severe deformation and damage such as spalling and collapse from occurring in water-fractured rock masses.

[0005] This invention provides a method for strengthening water-weather fractured rock masses, comprising:

[0006] A stress-generating layer is formed on the rock wall of the water-fracturing rock mass;

[0007] A first borehole is drilled in the power generation layer and the water-soaked fractured rock mass, and the first borehole extends to the fracture development area of ​​the water-soaked fractured rock mass;

[0008] The first end of the tensioning member is fixed to the bottom of the first drilled hole with adhesive;

[0009] The tensioning member is tensioned, and the second end of the tensioning member is fixed to the force-generating layer.

[0010] According to an embodiment of the present invention, a method for strengthening water-soaked fractured rock mass includes a shotcrete equipment comprising a shotcrete pump, a shotcrete pipe, and a shotcrete nozzle. One end of the shotcrete pipe is connected to the shotcrete pump, and the other end of the shotcrete pipe is connected to the shotcrete nozzle. The step of forming a stress-generating layer on the rock wall of the water-soaked fractured rock mass includes:

[0011] Grout is sprayed onto the rock wall using a shotcrete gun head to form the force-generating layer on the rock wall.

[0012] According to an embodiment of the present invention, a method for strengthening water-fracturing rock mass includes the following steps: The step of fixing the first end of the tensioning member to the bottom of the first borehole using an adhesive includes the following steps:

[0013] The adhesive is pushed into the bottom of the first borehole through the tensioning member;

[0014] The adhesive is stirred by rotating the tensioning member so that the first end of the tensioning member is fixed to the bottom of the first borehole by the adhesive.

[0015] According to an embodiment of the present invention, a method for strengthening water-weather fractured rock mass includes the step of tensioning the tensioning member and fixing the second end of the tensioning member to the stress-generating layer, comprising:

[0016] The tensioning member is tensioned by a tensioning pump so that the tension of the tensioning member reaches a preset value;

[0017] The second end of the tensioning member is connected to the fastener by a fixing member so as to fix the second end of the tensioning member to the force-generating layer.

[0018] According to an embodiment of the present invention, a method for strengthening water-fracturing rock mass includes, after the step of forming a stress-generating layer on the rock wall of the water-fracturing rock mass, the method further includes:

[0019] A second borehole is drilled on the stress layer and the water-fracturing rock mass, the second borehole extending into the fractured area, and the depth of the second borehole being greater than the depth of the first borehole;

[0020] Grouting is performed on the second borehole using grouting equipment.

[0021] According to an embodiment of the present invention, a method for strengthening water-soaked fractured rock mass is provided. The grouting equipment includes a plug and a grouting conduit, the plug being connected to the grouting conduit. The step of grouting a second borehole through the grouting equipment includes:

[0022] The grouting conduit is inserted into the second borehole, and the gap between the second borehole and the grouting conduit is sealed by the plug, so that the grout enters the second borehole sequentially through the plug and the grouting conduit.

[0023] According to an embodiment of the present invention, a method for strengthening water-weather fractured rock mass is provided, wherein the depth of the first borehole is determined based on the boundary value of the fracture development region.

[0024] According to an embodiment of the present invention, a method for strengthening water-fracturing rock mass is provided, wherein the thickness of the stress layer is greater than 100 mm.

[0025] The present invention also provides a system for strengthening water-weather fractured rock masses, comprising:

[0026] Tensioning equipment includes a tensioning member, the first end of which is fixed to the bottom of a first borehole, and the second end of which is fixed to the stress layer.

[0027] According to an embodiment of the present invention, a system for strengthening water-weathered fractured rock mass is provided, wherein a resistance-increasing element is provided at the first end of the tensioning member.

[0028] The method for strengthening water-weathered fractured rock masses provided in this invention involves installing a tensioning member within a first borehole. The first end of the tensioning member is fixed to one end of the fractured area, and the second end is fixed to the other end of the fractured area, thereby strengthening the fractured region. This method overcomes the limitations of traditional external passive support, which cannot control rock mass deformation in its early stages. It also overcomes the shortcomings of internal active support, which fails to ensure stable embedding of the internal metal structure and prevents the internal metal structure from exerting force, leading to deformation and damage in the water-weathered fractured rock mass. The method for strengthening water-weathered fractured rock masses provided in this invention can prevent severe deformation and damage phenomena such as spalling and collapse in water-weathered fractured rock masses. Attached Figure Description

[0029] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0030] Figure 1 This is a flowchart illustrating the method for strengthening water-soaked fractured rock masses provided in an embodiment of the present invention.

[0031] Figure 2 This is a schematic diagram of the structure of the system for strengthening water-weathered fractured rock mass provided in an embodiment of the present invention.

[0032] Figure label:

[0033] 100. Shotcrete equipment; 110. Shotcrete pump; 120. Shotcrete pipe; 130. Shotcrete gun head; 140. Plug; 150. Grouting conduit; 200. Force-generating layer; 210. First borehole; 220. Second borehole; 300. Tensioning equipment; 310. Tensioning component; 320. Cementitious agent; 330. Fixing component. Detailed Implementation

[0034] The embodiments of the present invention will be described in further detail below with reference to the accompanying drawings and examples. The following examples are for illustrative purposes only and should not be construed as limiting the scope of the invention.

[0035] In the description of the embodiments of the present invention, it should be noted that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," 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 embodiments of 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 embodiments of the present invention. In addition, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0036] In the description of the embodiments of the present invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "connected" and "linked" 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. Those skilled in the art can understand the specific meaning of the above terms in the embodiments of the present invention based on the specific circumstances.

[0037] In embodiments of the present invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0038] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0039] The following is combined Figures 1-2 This invention describes a method and system for strengthening water-fracturing rock masses according to embodiments of the present invention.

[0040] Figure 1 A flowchart illustrating the method for strengthening water-fracturing rock masses provided in an embodiment of the present invention is shown. Figure 2 A schematic diagram of the structure of the system for strengthening water-weather fractured rock masses provided in an embodiment of the present invention is shown, such as... Figure 1 and Figure 2 As shown, the method for strengthening water-weather fractured rock mass according to an embodiment of the present invention includes:

[0041] S10, forming a 200-layer force-generating layer on the rock wall of the water-fracturing rock mass;

[0042] By forming a support layer 200 on the rock wall of the water-fracturing rock mass, on the one hand, water from the fissures in the water-fracturing rock mass can be prevented from flowing out of the rock wall and entering the excavation space, thus affecting construction; on the other hand, the support layer 200 can strengthen the rock wall and play a supporting role.

[0043] S20, the first borehole 210 is drilled on the stress layer 200 and the water-fracturing rock mass, and the first borehole 210 extends to the fracture development area of ​​the water-fracturing rock mass.

[0044] A drilling rig is used to drill a first borehole 210 on the surface of the power generation layer 200. The drill bit of the drilling rig passes through the power generation layer 200 and enters the fracture development area of ​​the water-sprinkled fractured rock mass so as to perform tensioning through the first borehole 210.

[0045] S30, the first end of the tensioning member 310 is fixed to the bottom of the first drilled hole 210 by adhesive 320;

[0046] After fixing the first end of the tension member 310 to the bottom of the first borehole 210 using the adhesive 320, on the one hand, the adhesive 320 can strengthen the connection between the first end of the tension member 310 and the water-soaked fractured rock mass; on the other hand, because the adhesive 320 has expansive and waterproof properties, it can prevent water in the fissures from damaging the connection between the first end of the tension member 310 and the water-soaked fractured rock mass. The tension member 310 can be a rope with sufficient strength and toughness, such as a steel wire rope. When the tension member 310 is a steel wire rope, the diameter of the steel wire rope is 21.8mm-28.6mm, and the yield strength of the steel wire rope is not less than 500MPa to ensure that the strength and toughness of the steel wire rope meet the usage requirements.

[0047] S40, tension the tensioning member 310 and fix the second end of the tensioning member 310 to the force-generating layer 200.

[0048] The first end of the tensioning member 310 is fixed to the bottom of the first borehole 210, that is, fixed to one end of the fractured area. The second end of the tensioning member 310 is fixed to the stress layer 200, that is, fixed to the other end of the fractured area. By fixing both ends of the fractured area with the tensioning member 310, the fractured area is strengthened, and serious deformation and damage such as spalling and collapse of the water-soaked fractured rock mass are avoided, thereby improving the overall stability of the water-soaked fractured rock mass.

[0049] The method for strengthening water-weather fractured rock mass provided in this embodiment of the invention involves installing a tensioning member 310 within a first borehole 210, fixing one end of the tensioning member 310 to one end of the fractured area, and fixing the second end of the tensioning member 310 to the other end of the fractured area, thereby strengthening the fractured area. This method overcomes the shortcomings of traditional external passive support, which cannot control rock mass deformation in its early stages, and also overcomes the shortcomings of internal active support, which cannot ensure the stable embedding of the internal metal structure and the inability of the internal metal structure to exert force, leading to deformation and damage of the water-weather fractured rock mass. The method for strengthening water-weather fractured rock mass provided in this embodiment of the invention can prevent severe deformation and damage phenomena such as spalling and collapse of the water-weather fractured rock mass.

[0050] In an embodiment of the present invention, the shotcrete equipment 100 includes a shotcrete pump 110, a shotcrete pipe 120, and a shotcrete nozzle 130. One end of the shotcrete pipe 120 is connected to the shotcrete pump 110, and the other end of the shotcrete pipe 120 is connected to the shotcrete nozzle 130. The step of forming a stress-generating layer 200 on the rock wall of the water-fracturing rock mass includes:

[0051] Grout is sprayed onto the rock wall through the grout gun head 130 to form a force-generating layer 200 on the rock wall.

[0052] After the water-sprinkled fissure rock mass is excavated or repaired to the design value, the grout flows through the grouting pipe 120 under the pressure of the grouting pump 110 and is sprayed onto the rock wall through the grouting gun head 130 so as to form a hard and reliable force layer 200 on the rock wall, ensuring that the internal water of the water-sprinkled fissure rock mass does not seep out and avoids the internal water from contacting the rock mass in other parts of the excavation space.

[0053] In an embodiment of the present invention, the step of fixing the first end of the tensioning member 310 to the bottom of the first drilled hole 210 with adhesive 320 includes the following steps:

[0054] The adhesive 320 is pushed into the bottom of the first borehole 210 by the tensioning member 310;

[0055] The adhesive 320 is stirred by rotating the tensioning member 310 so that the first end of the tensioning member 310 is fixed to the bottom of the first borehole 210 by the adhesive 320.

[0056] When the tensioning element 310 is a steel wire rope, the adhesive 320 is manually inserted into the first borehole 210, and then the first end of the steel wire rope is inserted into the first borehole 210. Because the steel wire rope has sufficient strength, it can apply force to the adhesive 320. Under the external force of the steel wire rope, the adhesive 320 is pushed into the bottom of the first borehole 210. Because the steel wire rope has sufficient toughness, rotating the second end of the steel wire rope causes the first end of the steel wire rope to rotate as well. Rotating the first end of the steel wire rope agitates the adhesive 320, ensuring that the adhesive 320 makes full contact with the inner wall of the bottom of the first borehole 210 and with the first end of the steel wire rope, thus fusing the first end of the steel wire rope with the inner wall of the first borehole 210.

[0057] In an embodiment of the present invention, the step of stirring the binder 320 by rotating the tensioning member 310 includes: rotating the tensioning member 310 by a drilling rig to stir the binder 320 for a predetermined time.

[0058] When the tensioning member 310 is a steel wire rope, the drilling rig is connected to the second end of the steel wire rope so that the steel wire rope can be rotated by the drilling rig. The steel wire rope is rotated by the drilling rig for a predetermined time, that is, the adhesive 320 is rotated by the drilling rig for a predetermined time, so that the steel wire rope is in full contact with the inner wall at the bottom of the first borehole 210, and the steel wire rope is stably bonded to the inner wall at the bottom of the first borehole 210.

[0059] In an embodiment of the present invention, the step of tensioning the tensioning member 310 and fixing the second end of the tensioning member 310 to the force-generating layer 200 includes:

[0060] The tensioning member 310 is tensioned by a tensioning pump so that the tension of the tensioning member 310 reaches the preset value;

[0061] The second end of the tensioning member 310 is connected to the fixing member 330 so as to fix the second end of the tensioning member 310 to the force-generating layer 200. That is, the second end of the tensioning member 310 is fixed to the surface of the force-generating layer 200 by the fixing member 330.

[0062] When the tensioning element 310 is a steel wire rope, the fixing element 330 can be a metal block. The metal block and the steel wire rope tensioning lock are sequentially installed into the exposed section of the steel wire rope, and a pneumatic tensioning pump is used to apply the tension force to the design value. When tensioning is performed through the steel wire rope, the metal block abuts against the surface of the stress layer 200 to fix the second end of the steel wire rope, achieving abutment. The material, thickness, and size of the metal block can be adjusted according to actual conditions so that the metal block can effectively fix the second end of the steel wire rope, ensuring that the tension force of the steel wire rope can effectively diffuse into the depth of the rock mass through the metal block and the stress layer 200, strengthening areas with developed fractures. The size of the metal block should match the steel wire rope; for example, the size of the metal block can be 400×400×16mm.

[0063] In an embodiment of the present invention, after the step of forming a stress-generating layer 200 on the rock wall of the water-fracturing rock mass, the method further includes:

[0064] A second borehole 220 is drilled on the stress layer 200 and the water-fracturing rock mass. The second borehole 220 extends into the fractured area and the depth of the second borehole 220 is greater than the depth of the first borehole 210.

[0065] Grouting was performed on the second borehole 220 using grouting equipment.

[0066] During construction, a second borehole 220 is drilled and grout is injected into it. The grout enters the fissure connected to the second borehole 220, filling the fissures around it and preventing water from flowing out, thus strengthening the water-soaked fractured rock mass. Since the depth of the second borehole 220 is greater than that of the first borehole 210, while the fractured area is strengthened by the tensioning element 310, the overall stability of the water-soaked fractured rock mass is ensured by grouting into the second borehole 220.

[0067] In an embodiment of the present invention, the grouting device includes a plug 140 and a grouting conduit 150, the plug 140 being connected to the grouting conduit 150. The step of grouting the second borehole 220 using the grouting device includes:

[0068] The grouting conduit 150 is inserted into the second borehole 220, and the gap between the second borehole 220 and the grouting conduit 150 is sealed by the plug 140, so that the grout enters the second borehole 220 in sequence through the plug 140 and the grouting conduit 150.

[0069] The grouting conduit 150 is connected to the shotcrete pump 110. The shotcrete pump 110 uses pressure to push grout through the plug 140 and the grouting conduit 150 into the second borehole 220, so as to fill the gaps around the second borehole 220 and the second borehole 220, seal the rock fissures, and cut off the contact between water and the rock mass.

[0070] In an embodiment of the present invention, the depth of the first borehole 210 is determined based on the boundary value of the fracture development region. The depth of the first borehole 210 should be greater than or equal to the boundary value of the fracture development region so that the first end of the tensioning member 310 can reach the boundary of the fracture development region and strengthen the entire fracture development region.

[0071] In an embodiment of the present invention, the thickness of the power-generating layer 200 is greater than 100 mm. Since the strength of the power-generating layer 200 is closely related to its thickness and the water-cement ratio of the slurry, for example, the greater the thickness of the power-generating layer 200, the greater its strength. Therefore, the strength of the power-generating layer 200 can be increased by increasing these variables.

[0072] The system for strengthening water-weather fractured rock masses according to embodiments of the present invention includes:

[0073] The tensioning device 300 includes a tensioning member 310, the first end of which is fixed to the bottom of the first borehole 210, and the second end of which is fixed to the force-generating layer 200.

[0074] The tensioning element 310 can be a steel wire rope. By adjusting the material, diameter, and structure of the steel wire rope, its own strength can be improved, thereby increasing the strength of the tensioning range. In addition, the steel wire rope can be treated with rust prevention, such as by applying rust-preventive oil or baking paint to prevent water corrosion, extend the service life of the steel wire rope, and ensure the tensioning strengthening effect of the steel wire rope.

[0075] In this embodiment of the invention, a system for strengthening water-fractured rock masses includes a resistance-enhancing element at the first end of the tensioning member 310. By adding this resistance-enhancing element, the connection strength between the tensioning member 310 and the bottom of the first borehole 210 can be increased, preventing the first end of the tensioning member 310 from detaching from the rock mass and reducing the strengthening effect on the fractured area. Specifically, when the tensioning member 310 is a steel wire rope, the geometry of the first end of the steel wire rope can be changed, for example, by thickening the first end of the steel wire rope, to increase the resistance to separation between the steel wire rope and the rock mass. The resistance-enhancing element can be a nut to increase the bonding resistance between the steel wire rope and the adhesive 320, thereby improving the bonding strength.

[0076] The following is combined Figure 1 and Figure 2 A specific embodiment of the present invention describes a method for strengthening water-weather fractured rock masses, comprising:

[0077] Grout is sprayed onto the rock wall through the grout gun head 130 to form a force-generating layer 200 on the rock wall of the water-sprinkled fissure rock mass; the thickness of the force-generating layer 200 is greater than 100mm;

[0078] A first borehole 210 is drilled in the stress layer 200 and the water-fracturing rock mass, extending into the fracture development area of ​​the water-fracturing rock mass; the depth of the first borehole 210 is determined based on the boundary value of the fracture development area.

[0079] The adhesive 320 is pushed into the bottom of the first borehole 210 by the tensioning member 310;

[0080] The adhesive 320 is stirred by rotating the tensioning member 310 so that the first end of the tensioning member 310 is fixed to the bottom of the first borehole 210 by the adhesive 320.

[0081] The tensioning member 310 is tensioned by a tensioning pump so that the tension of the tensioning member 310 reaches the preset value;

[0082] The second end of the tensioning member 310 is connected to the fastener 330 so as to fix the second end of the tensioning member 310 to the force-generating layer 200.

[0083] A second borehole 220 is drilled on the stress layer 200 and the water-fracturing rock mass. The second borehole 220 extends into the fractured area and the depth of the second borehole 220 is greater than the depth of the first borehole 210.

[0084] Grouting is performed on the second borehole 220 using grouting equipment; the grouting conduit 150 is inserted into the second borehole 220, and the gap between the second borehole 220 and the grouting conduit 150 is sealed by the plug 140, so that the grout enters the second borehole 220 sequentially through the plug 140 and the grouting conduit 150.

[0085] Existing research results show that μ p and μ b This deformation occurs during the expansion of the plastic zone in the excavated space rock mass. The larger the radius R0 of the plastic zone, the larger the fractured zone, and the greater the fracture expansion deformation μ. b The larger the value, the more closely these two deformations are related to the radius R0 of the plastic zone, which can be expressed by the following formula:

[0086]

[0087] It can be seen that the radius R0 of the plastic zone in the excavation space is related to the rock mechanics parameter c and Excavation space radius a, ground stress magnitude P z It is directly proportional to the support resistance P of the built-in metal structure. i The strength of the support is inversely proportional to the strength of the grout. After the grout enters the water-soaked fractured rock mass, it can increase the rock mass's density (c) and strength. Applying sufficient tension can increase the support resistance P. i Therefore, grouting and support can effectively suppress the expansion of the plastic zone radius R0, thereby reducing μ. p and μ b This allows for the control and safe and stable management of large deformations in the excavation space of water-fractured rock masses. Among these, μ p and μ b These represent the plastic deformation and fracture-dilatation deformation of the surrounding rock mass, respectively, where R0 is the radius of the plastic zone, and c and It is the rock cohesion and internal friction angle, α is the radius of the tunnel excavation space, and P z P represents geostress. i Built-in metal structure supports resistance.

[0088] Therefore, this invention has sufficient theoretical basis, strong pertinence, complete system, mature and reliable technology, simple equipment, and convenient construction. During construction, it can isolate water from the fractured rock mass, strengthen the water-soaked fractured rock mass, and ensure the overall stability of the water-soaked fractured rock mass. Multiple construction operations can be carried out according to the extent of the water-soaked fractured rock mass, with multiple first and second boreholes drilled to achieve the best strengthening effect.

[0089] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for strengthening water-weather fractured rock masses, characterized in that, include: A force-generating layer (200) is formed on the rock wall of the water-fracturing rock mass. A first borehole (210) is drilled on the power layer (200) and the water-fracturing rock mass, and the first borehole (210) extends to the fracture development area of ​​the water-fracturing rock mass; The first end of the tensioning member (310) is fixed to the bottom of the first drilled hole (210) by adhesive (320); Tension the tensioning member (310) and fix the second end of the tensioning member (310) to the force-generating layer (200). The shotcrete equipment (100) includes a shotcrete pump (110), a shotcrete pipe (120), and a shotcrete nozzle (130). One end of the shotcrete pipe (120) is connected to the shotcrete pump (110), and the other end of the shotcrete pipe (120) is connected to the shotcrete nozzle (130). The step of forming a stress layer (200) on the rock wall of the water-fracturing rock mass includes: Grout is sprayed onto the rock wall through a grout gun head (130) to form the power generation layer (200) on the rock wall. The step of fixing the first end of the tensioning member (310) to the bottom of the first drilled hole (210) with adhesive (320) includes the following steps: The adhesive (320) is pushed into the bottom of the first borehole (210) through the tensioning member (310); The adhesive (320) is stirred by rotating the tensioning member (310) so that the first end of the tensioning member (310) is fixed to the bottom of the first borehole (210) by the adhesive (320); The step of tensioning the tensioning member (310) and fixing the second end of the tensioning member (310) to the force-generating layer (200) includes: The tensioning member (310) is tensioned by a tensioning pump so that the tension of the tensioning member (310) reaches a preset value; The second end of the tensioning member (310) is connected to the fastener (330) so as to fix the second end of the tensioning member (310) to the force-generating layer (200). Following the step of forming a power-generating layer (200) on the rock wall of the water-fracturing rock mass, the method further includes: A second borehole (220) is drilled on the stress layer (200) and the water-fracturing rock mass. The second borehole (220) extends into the fracture development area, and the depth of the second borehole (220) is greater than the depth of the first borehole (210). Grouting is performed on the second borehole (220) using grouting equipment; The grouting equipment includes a plug (140) and a grouting conduit (150), the plug (140) being connected to the grouting conduit (150), and the step of grouting the second borehole (220) through the grouting equipment including: The grouting conduit (150) is inserted into the second borehole (220), and the gap between the second borehole (220) and the grouting conduit (150) is sealed by the plug (140) so that the grout enters the second borehole (220) in sequence through the plug (140) and the grouting conduit (150).

2. The method for strengthening water-weather fractured rock masses according to claim 1, characterized in that, The depth of the first borehole (210) is determined based on the boundary value of the fracture development region.

3. The method for strengthening water-weather fractured rock masses according to claim 1, characterized in that, The thickness of the power generation layer (200) is greater than 100 mm.

4. A system for strengthening water-weathered fractured rock masses, said system being used in any one of claims 1 to 3 for strengthening water-weathered fractured rock masses, characterized in that, include: The tensioning device (300) includes a tensioning member (310), the first end of which is fixed to the bottom of the first borehole (210), and the second end of which is fixed to the force-generating layer (200).

5. The system for strengthening water-weather fractured rock masses according to claim 4, characterized in that, The first end of the tensioning member (310) is provided with a resistance-increasing element.

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