An anchor bolt support system and method for high slopes in soft rock

Abstract

This invention discloses an anchor bolt support system and method for high soft rock slopes. The system includes anchor holes, end enlargement holes, anchor bolts, a core cage, and an anchoring part. Anchor holes and end enlargement holes are formed by drilling at designated points on the high soft rock slope. The core cage can support the holes in a timely manner during the drilling process. The anchor bolt is snapped and fixed inside the core cage. Its front end has a top cone and an embossed steel strip, both located inside the end enlargement hole. Pulling the rod core connected to the top cone causes the embossed steel strip to form a spherical flower structure. The anchoring part is formed by grouting the anchor holes and end enlargement holes. It includes a rod body anchoring part and an enlarged head anchoring part, which increases the contact area with the surrounding soil, making the support system more firmly bonded to the soil, enhancing the pull-out resistance of the anchor bolt and its reinforcement effect on the rock and soil. At the same time, it seals the rod body located in the soil, preventing water and soil erosion and ensuring a longer slope protection period.

Description

Technical Field

[0001] This invention belongs to the field of anchor bolt slope support technology, and more specifically, relates to an anchor bolt support system and method for soft rock high slopes. Background Technology

[0002] With the rapid advancement of urbanization, an increasing number of engineering projects, such as tunnels, highways, railways, and urban roads, involve slope management and reinforcement. Currently, high cut slopes pose a significant challenge in road construction, especially soft rock slopes with relatively loose structures, fractured rock and soil masses, or insufficient anti-sliding forces between rock and soil masses. Without proper prevention and control, these slopes are highly susceptible to geological disasters such as landslides. At present, most slope protection is achieved using anchor bolt support systems.

[0003] However, there are still some problems in the construction of the anchor support system: (1) Due to the characteristics of the weak surrounding rock, it is very easy for the hole wall to collapse and shrinkage to occur during the drilling process, which makes the construction difficult, the process complicated, and the construction period long; (2) Due to the small contact area between the applied anchor and the concrete slurry, the bonding force between the anchor and the soil cannot meet the effect of stabilizing the rock mass; (3) The surface soil of the soft rock high slope is unstable and prone to landslides, which have a large impact on the anchor and can easily pull the anchor up; (4) The groundwater and soil of the soft rock high slope have a certain erosion effect on the anchor, which affects its reliability and durability. Summary of the Invention

[0004] To address the problems of hole collapse and poor subsequent support effects in existing soft rock high slope support systems during construction, this invention provides an anchor bolt support system for soft rock high slopes. This system features a spherical flower-shaped structure at the front end of the anchor bolt to increase pull-out resistance, and a core cage around the outer perimeter of the bolt to provide support during drilling, effectively preventing hole collapse. Furthermore, the anchor bolt is sealed after grouting, which not only increases the reinforcement range and effect on the surrounding rock and soil but also prevents soil erosion and ensures a longer slope protection period.

[0005] To achieve the above objectives, the present invention provides an anchor bolt support system for high soft rock slopes. The system comprises: a borehole formed by drilling at a designated point on the high soft rock slope, including an anchor hole and an end enlargement hole at the front end of the anchor hole; a core cage that supports the borehole wall during the drilling stage, including an anchor bolt limiting tubular frame, an external support tubular frame, and a support frame connecting the two; an anchor bolt, snapped and fixed within the anchor bolt limiting tubular frame, including a spherical flower-shaped structure fixed at the front end and a bent portion at the rear end, the spherical flower-shaped structure being located within the end enlargement hole, and the bent portion being located on the slope surface of the high soft rock slope; and an anchoring portion, including an enlarged head anchoring portion formed by the spherical flower-shaped structure after grouting solidification, and a bolt body anchoring portion formed by the anchor bolt and core cage after grouting solidification.

[0006] Furthermore, the diameter of the external support tubular skeleton is the same as the diameter of the anchor hole, and includes multiple parallel circumferential main bars and multiple longitudinal main bars arranged circumferentially on the circumferential main bars; the multiple circumferential main bars are connected in series by the longitudinal main bars to form the external support tubular skeleton.

[0007] Furthermore, the diameter of the anchor bolt limiting tubular skeleton is the same as the outer diameter of the anchor bolt, and includes multiple parallel anchor bolt limiting rings and multiple longitudinal anchor bolt limiting ribs circumferentially arranged on the anchor bolt limiting rings; the multiple anchor bolt limiting rings are connected in series by the longitudinal anchor bolt limiting ribs to form the anchor bolt limiting tubular skeleton.

[0008] Furthermore, the support frame has an arch-shaped structure, with its top fixedly connected to the longitudinal main reinforcement and its bottom fixedly connected to the longitudinal limiting reinforcement of the anchor rod.

[0009] Furthermore, the anchor bolt includes a rod body, a rod core, a top cone head, a threaded sleeve cap, and an embossed steel strip; wherein:

[0010] The rod body is a hollow tubular structure, with multiple embossed steel strips fixed circumferentially at its front end and a threaded part at its rear end;

[0011] The embossed steel strip is an elastic steel strip, and its other end is fixedly connected to the bottom of the top cone head;

[0012] The rod core is located inside the body, with its front end passing through the top cone and a limiting block fixed at the end;

[0013] The threaded sleeve cap has a cylindrical structure with an internal thread on the inner side of the opening. It is fixed to the rear end of the rod body by threaded connection with the threaded part, and the center of the bottom of the sleeve is fixedly connected to the rod core.

[0014] Furthermore, the rod body of the anchor rod located outside the anchor hole is bent by a bending machine to form the bent part, and the bottom of the threaded sleeve cap abuts against the soft rock high slope.

[0015] Furthermore, the anchoring hole is constructed using a combination of a drilling bit and a first reaming bit. The drilling bit and the first reaming bit in a closed-off state can pass through the core cage. The hole enlarged by the first reaming bit in an open state is adapted to the outer diameter of the core cage.

[0016] Furthermore, the end enlargement hole is constructed using a second reaming drill bit, which can pass through the core cage in the retracted and rotated state.

[0017] According to another aspect of the present invention, a method for anchor bolt support of high soft rock slopes is also provided, comprising the following steps:

[0018] S100: After the construction preparation work and slope cleaning are completed, the construction layout is set out to determine the location of the anchor holes, and the drilling rig is in place to start drilling.

[0019] S200: The drilling rig uses a combination of a drilling bit and a first reaming bit as drilling tools to complete the drilling of the anchor hole, and promptly follows up with the core cage to support the hole wall.

[0020] S300: The drilling rig uses a second reaming drill bit as the drilling tool to ream the hole at the front end of the anchor hole to form an enlarged end hole;

[0021] S400: After completing the drilling work, remove the second reaming drill bit, use high-pressure air to clean the hole and remove the residue inside the hole;

[0022] S500: Pass the anchor rod through the core cage, so that its top cone head reaches the bottom of the hole, and the rod body is snapped and fixed in the anchor rod limiting tubular skeleton;

[0023] S600: Tighten the threaded sleeve cap to move it backward, the rod core pulls the top cone head to force the embossed section steel strip to form a spherical flower structure, use a bending machine to bend the rod outside the anchor hole with a bending machine, so that the bottom of the threaded sleeve cap contacts the soft rock high slope.

[0024] S700: Grouting is performed on the formed hole. Grouting is stopped when the grout flows back. After the pressure is applied to the formed hole, additional grouting is performed and the hole is cured.

[0025] S800: After the curing of solidified concrete is completed and the tensile test is passed, the steel bars and anchor rods of the slope frame beam are tied and connected.

[0026] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects:

[0027] (1) The present invention provides a soft rock high slope anchor support system, which uses a core cage 4 to support the hole wall during drilling. Compared with the casing construction process, it is simpler and does not require cumbersome steps such as first driving the casing in and pulling out the casing during the later grouting process. It can effectively solve the problem of hole wall instability during soft rock drilling.

[0028] (2) The present invention provides a soft rock high slope anchor support system, wherein the core cage is made of high-strength steel bars, which have high tensile strength and shear strength. The anchor is fixed in the core cage to connect the two into one, which increases the contact area between the anchor and the concrete slurry, increases the connection force with the soil, increases the reinforcement range and effect of the surrounding rock and soil, and makes the shear resistance of the anchor body formed after the two are poured stronger. At the same time, the anchor body 31 located in the soil can be sealed by pouring concrete, avoiding water and soil erosion and ensuring a longer slope protection time.

[0029] (3) The present invention provides a soft rock high slope anchor support system, which is provided with a rod core, a top cone, a threaded sleeve cap and a embossed steel strip on the anchor. Tightening the threaded sleeve cap causes it to move backward, and the rod core pulls the top cone to force the embossed steel strip to form a spherical structure. After pouring concrete, it forms an enlarged head anchoring part, which enhances the connection between the anchor and the soil layer and avoids the anchor being pulled up due to landslide impact. At the same time, the spherical structure is fixedly connected to the anchor, avoiding the adverse situation where the connection between the anchor and the soil layer is reduced due to insufficient material strength and concrete breakage.

[0030] (4) The anchor bolt support system for soft rock high slope of the present invention is to bend the rod outside the anchor hole with a bending machine so that the bottom of the threaded sleeve cap 34 contacts the soft rock high slope, thereby increasing the support point of the anchor bolt 3 on the slope surface, avoiding the sinking of the support system due to the large weight of the support system and the loose soil of the soft rock high slope, thereby improving the sinking resistance of the support system, and at the same time, it can be easily connected to the steel skeleton of the surface frame beam of the soft rock high slope 6. Attached Figure Description

[0031] Figure 1 This is a schematic diagram of the structure of an anchor bolt support system for a soft rock high slope according to an embodiment of the present invention;

[0032] Figure 2 This is a schematic diagram of the anchor rod structure in an embodiment of the present invention;

[0033] Figure 3 This is a schematic diagram of the core cage structure in an embodiment of the present invention;

[0034] Figure 4 This is a schematic diagram of the support frame in an embodiment of the present invention;

[0035] Figure 5 This is a flowchart illustrating the steps of an anchor bolt support method for a soft rock high slope according to an embodiment of the present invention.

[0036] In all the accompanying drawings, the same reference numerals denote the same technical features, specifically: 1-anchor hole, 2-end enlarged hole, 3-anchor rod, 31-rod body, 311-threaded part, 312-bending part, 32-rod core, 321-limiting block, 33-top cone head, 34-threaded sleeve cap, 35-embossed steel strip, 4-core cage, 41-longitudinal main reinforcement, 42-circumferential main reinforcement, 43-anchor rod limiting ring, 44-anchor rod longitudinal limiting reinforcement, 45-support frame, 5-anchoring part, 51-rod body anchoring part, 52-enlarged head anchoring part, 6-soft rock high slope. Detailed Implementation

[0037] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0038] like Figure 1-4 As shown in the figure, this invention discloses an anchor bolt support system for a high soft rock slope, including a hole, an end enlargement hole 2, an anchor bolt 3, a core cage 4, and an anchoring part 5. The hole is formed by drilling at a designated point on the high soft rock slope 6, including an anchoring hole 1 and an end enlargement hole 2 at the front end of the anchoring hole 1. The core cage 4 can be advanced during the hole formation process to support the hole and prevent collapse. It contains a tubular frame for anchor bolt positioning to prevent angular displacement of the anchor bolt 3 during installation. The front end of the anchor bolt 3 is provided with a top cone head 33 and an embossed steel strip 35, both located within the end enlargement hole 2. Pulling the core 32 connected to the top cone head 33 causes the embossed steel strip 35 to... It has a spherical flower-shaped structure; the tail end of the anchor rod 3 is also provided with a bending part 312, the bottom of which is fixed to the slope surface of the soft rock high slope 6, which increases the system's anti-sinking capacity; the anchoring part 5 includes the rod body anchoring part 51 formed after grouting and the enlarged head anchoring part 52, which increases the contact area with the surrounding soil, making the support system more firmly bonded to the soil, enhancing the pull-out resistance of the anchor rod 3 and the reinforcement effect on the rock and soil, while sealing the rod body 31 located in the soil, avoiding water and soil erosion, and ensuring a longer slope protection time.

[0039] like Figure 2As shown in the embodiment of the invention, the anchor rod 3 includes a rod body 31, a rod core 32, a top cone head 33, a threaded sleeve cap 34, and embossed steel strips 35. The rod body 31 is a hollow tubular structure, with multiple embossed steel strips 35 fixedly arranged circumferentially at its front end and a threaded portion 311 at its rear end. The other end of the embossed steel strips 35 is fixedly connected to the cone bottom of the top cone head 33. It is an elastic steel strip with high tensile strength. When the top cone head 33 is pushed backward, the embossed steel strips 35 can deform and bulge outward to form a spherical flower-shaped structure. After grouting, it combines with concrete to form an enlarged head anchoring portion 52 at the end enlarged hole 2, which enhances the connection force between the anchor rod 3 and the soil layer and avoids the anchor rod 3 being pulled up due to landslide impact. At the same time, the spherical flower-shaped structure is fixedly connected to the anchor rod 3, avoiding the adverse situation where the connection force between the anchor rod 3 and the soil layer is reduced due to insufficient material strength and concrete breakage. The rod core 32 is located inside the body 31, with its front end passing through the top cone head 33 and a limiting block 321 fixed at the end. Pulling the rod core 32 causes the limiting block to move the top cone head 33 backward. The threaded sleeve cap 34 has a cylindrical structure with internal threads on the inner side of the opening. It is fixed to the rear end of the rod body 31 by threaded connection with the threaded part 311. The center of the bottom of the cylinder is fixedly connected to the rod core 32. Tightening the threaded sleeve cap 34 causes it to move backward, and the rod core 32 can pull the top cone head 33 to force the embossed section steel strip 35 to form a spherical flower structure. Since the threaded sleeve cap 34 is threaded to the rod body 31, it can resist the elastic force of the embossed section steel strip 35, so that the embossed section steel strip 35 can stably maintain the spherical flower structure without the need for external force to pull the rod core 32 to resist the elastic force of the embossed section steel strip 35. When installing the threaded sleeve cap 34, a through hole is provided at the center of the bottom of the threaded sleeve cap 34. The rod core 32 can be passed through to tighten the threaded sleeve cap 34 onto the threaded part 311 at the rear end of the rod body 31. Then, the rod core 32 is welded and fixed to the bottom of the threaded sleeve cap 34. The anchor rod 3 is installed in the anchor hole 1. After the embossed section steel strip 35 is formed into a spherical structure, the rod body 31 outside the anchor hole 1 is bent to form a bent part 312 using a bending machine. This makes the bottom of the threaded sleeve cap 34 contact the soft rock high slope 6, increasing the support points of the anchor rod 3 on the slope surface. This prevents the support system from sinking due to the large weight of the support system and the loose soil of the soft rock high slope 6, thereby improving the anti-sinking capacity of the support system. At the same time, it facilitates the connection with the steel reinforcement skeleton of the frame beam on the surface of the soft rock high slope 6.

[0040] like Figure 3As shown, the core cage 4 includes an anchor rod limiting tubular skeleton, an external support tubular skeleton, and a support frame 45 connecting the two. The external support tubular skeleton includes multiple parallel circumferential main bars 42 and multiple longitudinal main bars 41 circumferentially arranged on the circumferential main bars 42. The multiple circumferential main bars 42 are connected in series by the longitudinal main bars 41 to form the external support tubular skeleton. The diameter of the external support tubular skeleton is the same as the diameter of the anchor hole 1, which can be simultaneously advanced during drilling to support the anchor hole 1 and prevent hole collapse. In the later stage, it can be grouted together with the anchor rod 3, which increases the contact area between the anchor rod 3 and the concrete grout and improves the shear strength of the anchor rod 3. The anchor bolt limiting tubular skeleton includes multiple parallel anchor bolt limiting rings 43 and multiple longitudinal anchor bolt limiting ribs 44 circumferentially arranged on the anchor bolt limiting rings 43. The multiple anchor bolt limiting rings 43 are connected in series by the longitudinal anchor bolt limiting ribs 44 to form the anchor bolt limiting tubular skeleton. The diameter of the anchor bolt limiting tubular skeleton is the same as the outer diameter of the anchor bolt 3, which can limit the anchor bolt 3 during installation and prevent angular displacement. The anchor bolt limiting tubular skeleton and the external support tubular skeleton are connected and supported by a support frame 45. Figure 4 The support frame 45 shown is an arch-shaped structure, with its top fixedly connected to the longitudinal main reinforcement and its bottom fixedly connected to the longitudinal limiting reinforcement 44 of the rod. The core cage 4 is made of high-strength steel bars, which have high tensile and shear strength, can resist the stress changes in the anchor hole 1 after drilling, support the hole wall, and effectively prevent hole collapse. Using the core cage 4 to support the hole wall during drilling is simpler than the casing construction process, eliminating the need for cumbersome steps such as driving the casing in advance and pulling it out during grouting, and effectively solving problems such as hole wall instability during soft rock drilling.

[0041] When constructing the support system of this invention, the slope surface of the soft rock high slope 6 is first cleaned, the location of the anchor holes is determined by construction layout, and drilling begins after the drilling rig is in place. The drilling rig uses a drilling bit at the front end for guiding excavation and a first reaming bit at the rear end to enlarge the hole. The outer diameters of both the drilling bit and the first reaming bit (in the retracted state) are adapted to the inner diameter of the anchor rod limiting tubular skeleton and can pass through the core cage 4. The hole enlarged by the first reaming bit in the open state is adapted to the outer diameter of the core cage 4. During drilling, the first reaming bit is adjusted to the open state and follows the drilling bit to realize the drilling of the anchor hole 1. During drilling, the core can be inserted into the core cage 4 in conjunction with the drilling rig. Cage 4 is pressed into the hole to support it in a timely manner. After reaching the designated hole length, the drilling tool is retracted. The rear end of the first reaming drill bit loses support pressure and retracts during the lifting process, exiting the core cage 4 along with the drilling bit. After completing the construction of anchor hole 1, the drilling tool is replaced, and the drilling bit and the first reaming drill bit are removed. A second reaming drill bit is fixed to the front end of the drill rod. When the second reaming drill bit is retracted, its outer diameter matches the inner diameter of the anchor rod limiting tubular skeleton, allowing it to pass through the core cage 4. When it reaches the bottom of the hole, pressure is applied to the drill rod, pushing the second reaming drill bit open. Then, rotary drilling cuts the rock and soil to enlarge the hole, completing the construction of the end enlarged hole 2. After removing the second reaming drill bit, high-pressure air is used to clean the pile hole and remove any remaining debris. After the hole cleaning is completed, the anchor rod 3 is installed in a timely manner, allowing it to complete the angle adjustment through the anchor rod limiting tubular skeleton and securely engage with the core cage 4; the threaded sleeve cap 34 is screwed to move it backward, and the rod core 32 can pull the top cone head 33 to force the embossed section steel strip 35 to form a spherical flower structure. A bending machine is used to bend the rod body 31 outside the anchor hole 1, so that the bottom of the threaded sleeve cap 34 contacts the soft rock high slope 6; after the installation of the anchor rod 3 is completed, the hole is grouted. Grouting is stopped when the grout flows back, and pressure is applied inside the hole. The concrete slurry is allowed to penetrate into the surrounding soil, strengthening the bond between the support system and the surrounding soil. After applying pressure for a period of time, the pressure is released, grouting is performed, and the concrete slurry is cured. After the concrete slurry solidifies, the embossed steel strip 35 in the enlarged hole 2 at the end combines with the concrete slurry to form the enlarged head anchoring part 52. The anchor rod 3 and core cage 4 in the anchoring hole 1 combine with the concrete slurry to form the rod body anchoring part 51. After the curing of the solidified concrete is completed and the tensile test is passed, the steel bars and anchor rods 3 of the slope frame beam are tied and connected.

[0042] In the support system of the present invention, the pole anchoring part 51 and the enlarged head anchoring part 52 are integrally cast. The enlarged head anchoring part 52 increases the contact area with the soil, increases the connection force with the soil, and increases its own weight, giving the support system good pull-out resistance. The pole anchoring part 51 is formed by the combination of anchor rod 3, core cage 4 and concrete grout. The anchor rod 3 is fixed in the core cage 4 to connect the two into one, which increases the contact area between the anchor rod 3 and the concrete grout, increases the connection force with the soil, increases the reinforcement range and effect on the surrounding rock and soil, and the pole anchoring part 51 has stronger shear resistance.

[0043] like Figure 5 As shown in the figure, this embodiment of the invention also provides a method for anchor bolt support of high soft rock slopes, including the following steps:

[0044] S100: After the construction preparation work and slope cleaning are completed, the construction layout determines the position of anchor hole 1, and the drilling rig is in place before drilling begins.

[0045] S200: The drilling rig uses a combination of a drilling bit and a first reaming bit as drilling tools to complete the drilling of the anchor hole 1, and promptly follows up with the core cage 4 to support the hole wall.

[0046] S300: The drilling rig uses a second reaming drill bit as the drilling tool to ream the front end of the anchor hole 1 to form an end enlarged hole 2;

[0047] S400: After completing the drilling work, remove the second reaming drill bit, use high-pressure air to clean the hole and remove the residue inside the hole;

[0048] S500: Pass the anchor rod 3 through the core cage 4, so that its top cone 33 reaches the bottom of the hole, and the rod body 32 is snapped and fixed in the anchor rod limiting tubular skeleton;

[0049] S600: Tighten the threaded sleeve cap 34 to move it backward, the rod core 32 pulls the top cone head 33 to force the embossed section steel strip 35 to form a spherical flower structure, use a bending machine to bend the rod body 31 outside the anchor hole 1, so that the bottom of the threaded sleeve cap 34 contacts the soft rock high slope 6.

[0050] S700: Grouting is performed on the formed hole. Grouting is stopped when the grout flows back. After the pressure is applied to the formed hole, additional grouting is performed and the hole is cured.

[0051] S800: After the curing of solidified concrete is completed and the tensile test is passed, the steel bars and anchor rods of the slope frame beam are tied and connected.

[0052] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for anchor bolt support of high slopes in soft rock, characterized in that, Includes the following steps: S100: After the construction preparation work and slope cleaning are completed, the location of the anchor hole (1) is determined by the construction layout. After the drilling rig is in place, drilling begins. S200: The drilling rig uses a combination of a drilling bit and a first reaming bit as drilling tools to complete the drilling of the anchor hole (1), and promptly follows up with the core cage (4) to support the hole wall; the core cage (4) includes an anchor rod limiting tubular skeleton, an external support tubular skeleton, and a support frame (45) that supports and connects the two; wherein, the diameter of the external support tubular skeleton is the same as the diameter of the anchor hole (1), including multiple parallel circumferential main bars (42) and multiple circumferentially arranged in the... Longitudinal main bars (41) on the circumferential main bars (42); multiple circumferential main bars (42) are connected in series through the longitudinal main bars (41) to form an external support tubular skeleton; the anchor rod limiting tubular skeleton includes multiple parallel anchor rod limiting rings (43) and multiple anchor rod longitudinal limiting bars (44) circumferentially arranged on the anchor rod limiting rings (43); multiple anchor rod limiting rings (43) are connected in series through the anchor rod longitudinal limiting bars (44) to form an anchor rod limiting tubular skeleton; S300: The drilling rig uses the second reaming drill bit as the drilling tool to ream the front end of the anchor hole (1) to form the end enlarged hole (2). S400: After completing the drilling work, remove the second reaming drill bit, use high-pressure air to clean the hole and remove the residue inside the hole; S500: The anchor rod (3) is passed through the core cage (4) so ​​that its top cone (33) reaches the bottom of the hole, and the rod body (31) is snapped and fixed in the anchor rod limiting tubular skeleton; the diameter of the anchor rod (3) is the same as the outer diameter of the anchor rod limiting tubular skeleton, including the rod body (31), rod core (32), top cone (33), threaded sleeve cap (34) and embossed steel strip (35); wherein: the rod body (31) is a hollow tubular structure, and multiple embossed steel strips (35) are fixedly provided on the front end circumferentially, and the rear end is provided with It has a threaded part (311); the embossed steel strip (35) is an elastic steel strip, and its other end is fixedly connected to the bottom of the top cone (33); the rod core (32) is located inside the rod body (31), its front end passes through the top cone (33) and a limiting block (321) is fixedly provided at the end; the threaded sleeve cap (34) has a cylindrical structure, and the inner side of the cylinder opening is provided with internal threads. It is fixed to the rear end of the rod body (31) by threaded connection with the threaded part (311), and the center of the bottom of the cylinder is fixedly connected to the rod core (32); S600: Tighten the threaded sleeve cap (34) to move it backward, the rod core (32) pulls the top cone head (33) to force the embossed section steel strip (35) to form a spherical flower structure, use a bending machine to bend the rod body (31) outside the anchor hole (1) with a bending machine, so that the bottom of the threaded sleeve cap (34) contacts the soft rock high slope (6); S700: Grouting is performed on the formed hole. Grouting is stopped when the grout flows back. After the pressure is applied to the formed hole, additional grouting is performed and the hole is cured. S800: After the curing of solidified concrete is completed and the tensile test is qualified, the steel bars and anchor rods (3) of the slope frame beam are tied and connected.

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