Separation and blocking grouting anchor cable structure suitable for slope fissure development rock mass

Abstract

The present application provides a structure suitable for the division and blocking of grouting anchor cable for the rock mass with developed fissures, which comprises a pressurized grouting anchoring section, a division and blocking expansion section, a filling grouting free section and an anchor pier; the design of the division and blocking expansion section forms a physical barrier between the anchoring section and the free section through expansion, prevents the disorderly diffusion of grout to the fissure rock mass, ensures the grout in the anchoring section to be dense under high pressure grouting, and significantly improves the anchoring force; the exhaust hole near the corrugated pipe obturator ensures the full circulation of grout in the anchoring section, avoids air gap, enhances the grouting density, and thus improves the long-term durability of the anchor cable; the present application systematically solves the problems of low grouting efficiency, insufficient anchoring force, poor durability and grout waste in the fissure rock mass, has the comprehensive advantages of reliable quality, economic efficiency and environmental friendliness, and is suitable for the reinforcement needs of complex fissure slopes in water conservancy and hydropower engineering.

Description

Technical Field

[0001] This invention belongs to the field of water conservancy and hydropower engineering technology, and relates to grouting anchor cable structures. Background Technology

[0002] Anchor cables are often used in the reinforcement of slopes in water conservancy and hydropower projects. The anchor cable is fixed to the slope surface at one end and anchored in the stable rock mass within the sliding surface at the other end. The prestressed steel strands in the anchor cable structure that pass through the sliding surface of the slope directly generate anti-sliding resistance on the sliding surface, increasing the anti-sliding friction resistance and keeping the slope structure surface in a compressed state, thereby improving the integrity of the slope rock mass. This fundamentally improves the mechanical properties of the slope rock mass, effectively controls the displacement of the slope rock mass, promotes the stability of the slope rock mass, and achieves the purpose of treating bedding planes, landslides, and dangerous rocks.

[0003] However, when fractures develop in the rock mass of a slope, on the one hand, the intricate network of fractures within the rock mass significantly weakens the integrity of the slope, leading to reduced slope stability and necessitating reinforcement measures such as anchor cables. On the other hand, the high permeability of fractured rock masses causes grout to diffuse disorderly along the fractures during conventional anchor cable grouting, resulting in low grouting efficiency, insufficient anchoring force, and poor durability. When traditional anchor cable structures are applied to fractured rock masses on slopes, the grout diffuses disorderly and leaks along the fractures because the anchor section and free section are grouted together. This makes it difficult to achieve the required grouting pressure, and the grouting quality of the anchor section is difficult to guarantee, leading to insufficient anchoring force and affecting the long-term durability of the anchor cable. In addition, during high-pressure grouting, the grout may penetrate the fractures, causing the rock mass to split or leak outside the project area. This can disturb the surrounding geological environment, increase construction risks, and cause grout to leak along the fractures, delaying the completion of grouting, resulting in a large amount of grouting work and serious waste of grout. Summary of the Invention

[0004] To address the problems described in the background art regarding the difficulty in ensuring grouting quality in the anchoring section, insufficient anchoring force, poor long-term durability of the anchoring cable, large grouting workload, and serious waste of grout when traditional anchor cable structures are applied to rock masses with developed slope fissures, this invention provides a partitioned blocking grouting anchor cable structure suitable for rock masses with developed slope fissures.

[0005] The partitioned and blocked grouting anchor cable structure of the present invention includes a pressurized grouting anchoring section, a partitioned and blocked expansion section, a filling and grouting free section, and an anchor block;

[0006] The pressurized grouting anchoring section is set in the intact rock mass; the pressurized grouting anchoring section is provided with an outer isolation support, a corrugated pipe, and an inner isolation support in sequence from the outside to the inside; a corrugated pipe plug is set at the outer end of the corrugated pipe adjacent to the partition and block expansion section; multiple vent holes are set at a certain distance from the corrugated pipe plug.

[0007] The separated and blocked expansion section is adjacent to the pressurized grouting anchoring section. The separated and blocked expansion section is set in the intact rock mass. The outside of the separated and blocked expansion section is an expansion bag. The inner side of the expansion bag is provided with a primary grout inlet pipe, a primary grout return pipe, and multiple steel strands with PE sheaths. The number of steel strands with PE sheaths is the same as that of the stripped steel strands. Multiple wedge-shaped cuts are opened on the primary grout inlet pipe inside the expansion bag.

[0008] The grouting free section is located between the separation and blocking expansion section and the borehole anchor, and is situated in the fractured rock mass. From the outside in, the grouting free section consists of a steel casing, an outer isolation support, a corrugated pipe, and an inner isolation support. The inner isolation support contains multiple steel strands with PE sheaths. A corrugated pipe plug is installed at the outer end of the corrugated pipe adjacent to the separation and blocking expansion section. The gap between the corrugated pipe and the inner isolation support is densely filled with epoxy mortar. The gap between the steel casing and the corrugated pipe is sealed using a mixture of asbestos cloth and cement grout.

[0009] Furthermore, the pressurized grouting anchoring section includes an outer isolation support, a corrugated pipe, and an inner isolation support. The corrugated pipe is located inside the outer isolation support, and the inner isolation support is located inside the corrugated pipe. The inner isolation support contains a primary grout inlet pipe, a primary grout return pipe, and multiple stripped steel strands. A corrugated pipe plug is installed at the outer end of the corrugated pipe adjacent to the partition blockage expansion section. Multiple vent holes are provided on the corrugated pipe at a certain distance from the corrugated pipe plug. The gap between the corrugated pipe and the inner isolation support is densely filled with epoxy mortar.

[0010] Furthermore, the length of the bellows plug of the pressurized grouting anchoring section is calculated using the following formula:

[0011] (Equation 1)

[0012] in, D 1 This refers to the inner diameter of the bellows. P 1 This refers to the pressure required for a single grouting operation. L 1 The length of the bellows plug; c 1 K represents the bonding strength between the epoxy mortar and the corrugated pipe; K is the safety factor, which is determined based on the actual situation.

[0013] Furthermore, a certain length of geotextile is tightly wrapped around each of the PE-sheathed steel strands, the first-stage grout inlet pipe, and the first-stage grout return pipe on both sides of the expansion pack, and sealed with epoxy resin and secured with lead wire.

[0014] Furthermore, the expansion bag is made of fine canvas, and end isolation brackets are provided on the outer sides of both ends of the expansion bag. The end isolation brackets, fine canvas, and inner isolation brackets are firmly tied together by lead wire.

[0015] Furthermore, the PE-sheathed steel strands within the expansion pack are braided into a cable.

[0016] Furthermore, the length of the separated obstruction expansion segment is calculated using the following formula:

[0017] (Equation 2)

[0018] in, D 2 The diameter of the anchor cable borehole. D 3 The outer diameter of the isolation bracket; P 1 This refers to the pressure required for a single grouting operation. L 2 The length of the segment separating the obstruction expansion; c 2 , f 2 These are the bonding strength between the fine canvas and the formation, and the coefficient of friction, respectively. K The safety factor is determined based on the actual situation.

[0019] Furthermore, the grouting free section includes a steel sleeve, an outer isolation support, a corrugated pipe, and an inner isolation support. The outer isolation support is located inside the steel sleeve, the corrugated pipe is located inside the outer isolation support, and the inner isolation support is located inside the corrugated pipe. The inner isolation support contains a first-stage grout inlet pipe, a first-stage grout return pipe, a second-stage grout inlet pipe, and multiple PE-sheathed steel strands. A corrugated pipe plug is installed at the outer end of the corrugated pipe adjacent to the partitioned blockage expansion section. The gap between the corrugated pipe and the inner isolation support is densely filled with epoxy mortar. The gap between the steel sleeve and the corrugated pipe is sealed with a mixture of asbestos cloth and cement grout.

[0020] Furthermore, the length of the bellows plug for filling the grouting free section is calculated using the following formula:

[0021] (Equation 3)

[0022] in, D 1 This refers to the inner diameter of the bellows. P 2 This refers to the pressure required for a single grouting operation. L 3 The length of the bellows plug; c 1The bonding strength between epoxy mortar and corrugated pipe; K The safety factor is determined based on the actual situation.

[0023] Furthermore, the steel sleeve is installed at the opening of the anchor pier and is firmly bonded to the borehole wall.

[0024] Furthermore, the caulking and sealing length between the steel sleeve and the corrugated pipe is calculated using the following formula:

[0025] (Equation 4)

[0026] in, D 4 The inner diameter of the steel pipe. D 3 The outer diameter of the bellows; P 2 This is the pressure for secondary grouting; L 4 This refers to the length of the joint sealing between the steel sleeve and the corrugated pipe. c 3 , c 4 The bonding strength between the asbestos cloth and cement grout mixture and the steel sleeve and corrugated pipe, respectively; K The safety factor is determined based on the actual situation.

[0027] Furthermore, the separation and blocking grouting anchor cable structure is provided with multiple centering supports, which are located between the outer isolation support and the corrugated pipe.

[0028] Furthermore, a guide cap is provided at the outer port of the pressurized grouting anchoring section, and a grout outlet hole for grouting inside a corrugated pipe is provided at the end of the guide cap, and a grouting pipe is provided inside the guide cap.

[0029] Furthermore, the anchor block includes a primary concrete adjacent to the grouting free section and a secondary concrete adjacent to the primary concrete; the primary and secondary concretes are equipped with a primary grout inlet pipe (4), a primary grout return pipe, a secondary grout inlet pipe, a secondary grout return pipe, and multiple stripped steel strands; the number of stripped steel strands is the same as that of PE-sheathed steel strands; the anchor block orifice is equipped with a steel sleeve, which is firmly bonded to the borehole wall; in the anchor block, the PE-sheathed steel strands pass through the primary concrete and are fixed inside the secondary concrete by anchorage; a pre-embedded steel pipe is installed inside the primary concrete, and the secondary grout inlet pipe is installed inside the pre-embedded steel pipe.

[0030] Compared with the prior art, the present invention has the following advantages:

[0031] (1) Improve the grouting quality and anchoring force of the anchoring section: The design of the split blocking expansion section is adopted. The expansion package forms a physical barrier between the anchoring section and the free section to prevent the grout from spreading randomly into the fractured rock mass. This ensures that the grout in the anchoring section is dense under high pressure grouting, which significantly improves the anchoring force. The vent hole near the corrugated pipe plug ensures that the grout circulates fully in the anchoring section, avoids air gaps, enhances the grouting density, and thus improves the long-term durability of the anchor cable.

[0032] (2) Reduce grout waste and engineering costs: The caulking and sealing of steel sleeve and corrugated pipe combined with corrugated pipe plugging device restricts the grout to fill the voids in the free section of the corrugated pipe, realizing precise grouting of the free section and avoiding grout seepage into wide cracks. Compared with traditional full-hole grouting, which requires a large amount of grout to fill cracks, this invention only requires local filling, which greatly reduces the amount of grouting work. At the same time, layered grouting control is adopted. Through the phased grouting of the first stage of the anchoring section and the second stage of the free section, the grout distribution is optimized and the ineffective diffusion of grout is reduced.

[0033] (3) Enhance long-term durability: The free section steel strand is protected by multiple layers of PE sheath, asbestos cloth and cement grout mixture and corrugated pipe, which effectively resists corrosion and extends the service life of the anchor cable; the epoxy mortar filling in the anchor section and the corrugated pipe of the free section further isolates the corrosive medium and ensures the structural stability.

[0034] (4) Construction safety and environmental friendliness: The combined design of expansion pack and plug suppresses the disturbance of high-pressure grouting to fractured rock mass, reduces the possibility of geological risks caused by construction, avoids the risk of rock mass splitting; prevents grout from leaking outside the project area, greatly improves the controllability of grout, reduces pollution to the surrounding environment, and meets the requirements of green construction.

[0035] This invention systematically solves the problems of low grouting efficiency, insufficient anchoring force, poor durability, and grout waste in fractured rock masses by physically separating the expansion pack and the plug, layered grouting with pressurization of the anchoring section and filling of the free section, and multiple anti-corrosion designs. It has comprehensive advantages of reliable quality, economic efficiency, and environmental friendliness, and is suitable for the reinforcement needs of complex fractured slopes in water conservancy and hydropower projects. Attached Figure Description

[0036] Figure 1 A schematic diagram of the overall structure of the grouting anchor cable structure for separation and blocking.

[0037] Figure 2 for Figure 1 Schematic diagram of section aa.

[0038] Figure 3 for Figure 1 Schematic diagram of the cross-section of the middle section (bb).

[0039] Figure 4 for Figure 1 Schematic diagram of the cc section.

[0040] Figure 5 A schematic diagram of the structure for binding the bellows plug and the end of the expansion pack.

[0041] Figure 6 for Figure 5 Schematic diagram of the ee section.

[0042] Figure 7 for Figure 5 Schematic diagram of the ff section.

[0043] Explanation of reference numerals in the attached diagram: A - Pressurized grouting anchoring section; B - Separated and blocked expansion section; C - Filling grouting free section; D - Anchor pier; E - Epoxy mortar sealing section; F - End isolation bracket binding section; 1 - Guide cap; 2 - Grouting pipe; 3 - Grout outlet hole inside corrugated pipe; 4 - Primary grout inlet pipe; 4.1 - Wedge-shaped cut; 5 - Primary grout return pipe; 6 - Stripped steel strand; 7 - Corrugated pipe; 8 - Inner isolation bracket; 9 - Outer isolation bracket; 1 0-Centering support; 11-Steel strand with PE sheath; 12-Expansion pack; 13-Vent hole; 14-Lead wire; 15-Corrugated pipe plug; 16-Second-stage grout inlet pipe; 17-Steel sleeve; 18-First-stage concrete; 19-Second-stage concrete; 20-Second-stage grout return pipe; 21-Anchor; 22-Embedded steel pipe; 23-Epoxy mortar; 24-End isolation support; 25-Drill hole; 26-Fine canvas; 27-Fine canvas end. Detailed Implementation

[0044] To make the technical problems, technical solutions, and beneficial effects to be solved by this application clearer, the following detailed description is provided in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and are not intended to limit the scope of this application.

[0045] Suitable for grouting anchor cable structures used in slope fractured rock masses, such as... Figure 1 As shown, it consists of a pressurized grouting anchoring section A, a partitioned and blocked expansion section B, a filling and grouting free section C, and an anchor pier D.

[0046] like Figure 1As shown, the pressurized grouting anchoring section A is set in the intact rock mass, including an outer isolation support 9, a corrugated pipe 7, and an inner isolation support 8. The corrugated pipe 7 is set inside the outer isolation support 9, and the inner isolation support 8 is set inside the corrugated pipe 7. The inner isolation support 8 is equipped with a primary grout inlet pipe 4, a primary grout return pipe 5, and multiple stripped steel strands 6. A corrugated pipe plug 15 is set at the outer end of the corrugated pipe 7 adjacent to the expansion section B. Multiple vent holes 13 are initially set at a certain distance from the corrugated pipe plug 15 on the corrugated pipe 7. The gap between the corrugated pipe 7 and the inner isolation support 8 is densely filled with epoxy mortar 23. In addition, as Figure 1 As shown, a guide cap 1 is provided at the outer port of the pressurized grouting anchoring section A. The end of the guide cap 1 is provided with a grout outlet hole 3 inside the corrugated pipe, and a grouting pipe 2 is provided inside the guide cap 1. In addition, centering supports 10 are provided at both ends and the middle of the pressurized grouting anchoring section A. The centering supports 10 are located between the outer isolation support 9 and the corrugated pipe 7.

[0047] For the pressurized grouting anchorage section A, in this embodiment, as follows: Figure 2 As shown in the screenshot, the outer isolation support 9 is installed in the borehole 25. The outer isolation support 9 has a ring-shaped structure. Inside the outer isolation support 9, a centering support 10, a ring-shaped corrugated pipe 7, and a cylindrical inner isolation support 8 are arranged in sequence. The inner isolation support 8 has six semi-circular holes along its circumference, and a circular hole is also provided at the center of the inner isolation support 8. All six semi-circular holes and the circular hole at the center are arranged along the length of the inner isolation support 8. Stripped steel strands 6 are placed in the six semi-circular holes and the circular hole at the center. Three more circular holes are provided in the gaps between the six semi-circular holes and the circular hole at the center of the inner isolation support 8. All three circular holes are arranged along the length of the inner isolation support 8. A first-stage grout inlet pipe 4 is placed in one of the three circular holes. Figure 3 The screenshot shown shows that a first-stage slurry inlet pipe 4 is placed inside one of the three circular holes, and a first-stage slurry return pipe 5 is placed inside the other. Three vent holes 13 are arranged circumferentially on the corrugated pipe 7.

[0048] The length of the bellows plug 15 in the pressurized grouting anchor section A is calculated using the following formula:

[0049] (Equation 1)

[0050] in, D 1 This refers to the inner diameter of the bellows. P 1 This refers to the pressure required for a single grouting operation. L 1 The length of the bellows plug; c 1K represents the bonding strength between the epoxy mortar and the corrugated pipe; K is the safety factor, which is determined based on the actual situation and is generally taken as 1.5-2.0.

[0051] like Figure 1 and Figure 3 As shown, the partition and blocking expansion section B is adjacent to the pressurized grouting anchoring section A. The partition and blocking expansion section B is set in the intact rock mass. The outside of the partition and blocking expansion section B is an expansion package 12. The inside of the expansion package 12 is equipped with a primary grout inlet pipe 4, a primary grout return pipe 5, and multiple PE-sheathed steel strands 11. Multiple wedge-shaped cuts 4.1 are opened on the primary grout inlet pipe 4 inside the expansion package 12. The number of PE-sheathed steel strands 11 is the same as that of the stripped steel strands 6. The PE-sheathed steel strands 11 inside the expansion package 12 are braided into a cable.

[0052] Specifically, such as Figure 1 , Figure 5 , Figure 6 and Figure 7 As shown, a certain length of geotextile is tightly wrapped around each PE-sheathed steel strand 11, the primary grout inlet pipe 4, and the primary grout return pipe 5 on both outer sides of the expansion pack 12, and sealed with epoxy resin and secured with lead wire 14. The expansion pack 12 is made of fine canvas 26, and end isolation supports 24 are set on both outer sides of the expansion pack 12. The end isolation supports 24, fine canvas 26, and inner isolation supports 8 are securely tied to the outside of the end isolation supports 24 with lead wire 14. Figure 5 In the middle section, the epoxy mortar sealing section is shown as E; the end isolation bracket binding section is shown as F.

[0053] The length of the dividing blockage expansion segment B is calculated using the following formula:

[0054] (Equation 2)

[0055] in, D 2 The diameter of the anchor cable borehole. D 3 The outer diameter of the isolation bracket; P 1 This refers to the pressure required for a single grouting operation. L 2 The length of the segment separating the obstruction expansion; c 2 , f 2 These are the bonding strength between the fine canvas and the formation, and the coefficient of friction, respectively. K The safety factor is determined based on the actual situation, and is generally taken as 1.5-2.0.

[0056] like Figure 1 and Figure 4As shown, the grouting free section C is located between the partitioned and blocked expansion section B and the borehole anchor D. The grouting free section C is located in the fractured rock mass and includes a steel sleeve 17, an outer isolation support 9, a corrugated pipe 7, and an inner isolation support 8. The outer isolation support 9 is located inside the steel sleeve 17, the corrugated pipe 7 is located inside the outer isolation support 9, and the inner isolation support 8 is located inside the corrugated pipe 7. The inner isolation support 8 contains a first-stage grout inlet pipe 4, a first-stage grout return pipe 5, a second-stage grout inlet pipe 16, and multiple PE-sheathed steel strands 11. A corrugated pipe plug 15 is installed at the outer end of the corrugated pipe 7 adjacent to the partitioned and blocked expansion section B. The gap between the steel sleeve 17 and the corrugated pipe 7 is sealed with a mixture of asbestos cloth and cement grout. The gap between the corrugated pipe 7 and the inner isolation support 8 is densely filled with epoxy mortar 23. A centering bracket 10 is provided on the free section C of the filling grouting, and the centering bracket 10 is located between the outer isolation bracket 9 and the corrugated pipe 7.

[0057] Regarding the free section C for filling grouting, in this embodiment, as follows: Figure 4 As shown in the cc screenshot, the outer isolation support 9 is set in the borehole 25. The outer isolation support 9 has a ring structure. Inside the outer isolation support 9, a centering support 10, a ring-shaped corrugated pipe 7, and a cylindrical inner isolation support 8 are arranged in sequence. The inner isolation support 8 has six semi-circular holes along its circumference, and a circular hole is also set at the center of the inner isolation support 8. All six semi-circular holes and the circular hole at the center are arranged along the length of the inner isolation support 8. Stripped steel strands 6 are placed in the six semi-circular holes and the circular hole at the center. On the inner isolation support 8, there are also three circular holes in the gap between the six semi-circular holes and the circular hole at the center. All three circular holes are arranged along the length of the inner isolation support 8. One of the three circular holes is placed in the first-stage slurry inlet pipe 4, one is placed in the first-stage slurry return pipe 5, and one is placed in the second-stage slurry inlet pipe 16.

[0058] The length of the bellows plug 15 used to fill the free section C of the grouting is calculated using the following formula:

[0059] (Equation 3)

[0060] in, D 1 This refers to the inner diameter of the bellows. P 2 This is the pressure for secondary grouting; L 3 The length of the bellows plug; c 1 The bonding strength between epoxy mortar and corrugated pipe; K The safety factor is determined based on the actual situation, and is generally taken as 1.5-2.0.

[0061] The caulking and sealing length between the steel sleeve 17 and the corrugated pipe 7 is calculated using the following formula:

[0062] (Equation 4)

[0063] in, D 4 The inner diameter of the steel pipe. D 3 The outer diameter of the bellows; P 2 This is the pressure for secondary grouting; L 4 This refers to the length of the joint sealing between the steel sleeve and the corrugated pipe. c 3 , c 4 The bonding strength between the asbestos cloth and cement grout mixture and the steel sleeve and corrugated pipe, respectively; K The safety factor is determined based on the actual situation, and is generally taken as 1.5-2.0.

[0064] Anchor pier D includes a first-stage concrete 18 adjacent to the grouting free section C and a second-stage concrete 19 adjacent to the first-stage concrete 18. The first-stage concrete 18 and the second-stage concrete 19 are equipped with a first-stage grout inlet pipe 4, a first-stage grout return pipe 5, a second-stage grout inlet pipe 16 and a second-stage grout return pipe 20.

[0065] Specifically, such as Figure 1 and Figure 5 As shown, the grouting anchor cable structure with separation and blocking features multiple centering supports 10, which are positioned between the outer isolation support 9 and the corrugated pipe 7. Additionally, as... Figure 1 As shown, the anchor D has a steel sleeve 17 at its opening, which is firmly bonded to the borehole wall of the drilled hole 25. In the anchor D, a PE-sheathed steel strand 11 passes through the primary concrete 18 and is fixed inside the secondary concrete 19 via an anchor 21. A pre-embedded steel pipe 22 is installed inside the primary concrete 18, and a secondary grouting pipe 16 is installed inside the pre-embedded steel pipe 22. Furthermore, the stripped steel strand 6 and the PE-sheathed steel strand 11 in this application are mainly used for spirally winding the outside of the grouting pipe, allowing grouting to be performed at different locations through the grouting pipe.

[0066] The actual implementation sequence of the anchor cable is as follows: drilling → cable structure braiding and cable laying → primary grouting and waiting for curing → steel sleeve 17 pre-embedding and anchor pier D fabrication and tensioning → secondary grouting and waiting for curing → secondary concrete 19 sealing the anchor. The blocking expansion section B serves to separate the pressurized grouting anchoring section A from the filling grouting free section C and anchor pier D, allowing for phased grouting treatment. The specific steps are as follows: After the cable is lowered, the first grouting fills the expansion pack 12 in the blocking expansion section B, creating a sealed grouting environment in the anchoring section. After the grout exits from the first-stage return pipe 5, pressure grouting is performed, and tensioning is initiated after the setting period is reached. Tensioning is then performed after the anchor pier D is completed and all anchoring sections A meet the setting period requirements. After tensioning, a second grouting is performed in the filling grouting free section C. The second grouting mainly protects the anchor cable body within the corrugated pipe 7 of the free section C by binding it with grout. The filling grouting free section C also seals the grouting area to prevent grout from entering the rock mass fissures in the free section. After the grout exits from the second-stage return pipe 20, grouting is performed to ensure it is fully filled. If there are gaps due to bleeding and shrinkage after the second grouting has dried and set, a small amount of supplementary filling can be done using the second-stage return pipe 20. After the second grouting is completed, the second-stage concrete 19 is poured to complete the anchor sealing work.

[0067] The preferred embodiments of the present invention have been described in detail above with reference to the accompanying drawings and specific examples. However, the present invention is not limited to the specific details in the above embodiments. Within the scope of the technical concept of the present invention, various simple modifications can be made to the technical solution of the present invention, and these simple modifications all fall within the protection scope of the present invention.

Claims

1. A structure of separate blocking grouting anchor cable suitable for rock mass with developed fissures in slope, characterized in that: It comprises a pressurized grouting anchoring section (A), a separation blocking expansion section (B), a filling grouting free section (C) and an anchor pier (D); The pressurized grouting anchoring section (A) is arranged in the complete rock mass; the pressurized grouting anchoring section (A) is sequentially provided with an outer isolation support (9), a corrugated pipe (7) and an inner isolation support (8) from outside to inside; the inner isolation support (8) is provided with a first-stage grouting pipe (4), a first-stage back grouting pipe (5) and a plurality of stripped steel strands (6); the corrugated pipe (7) is provided with a corrugated pipe stopper (15) close to the outer end of the separation blocking expansion section (B); a plurality of exhaust holes (13) are arranged at a certain distance close to the corrugated pipe stopper (15); the gap between the corrugated pipe (7) and the inner isolation support (8) is densely filled with epoxy mortar (23); The separation blocking expansion section (B) is close to the pressurized grouting anchoring section (A) and is arranged in the complete rock mass; the outside of the separation blocking expansion section (B) is an expansion bag (12); the inner side of the expansion bag (12) is provided with a first-stage grouting pipe (4), a first-stage back grouting pipe (5) and a plurality of PE-sheathed steel strands (11); the number of the PE-sheathed steel strands (11) is consistent with that of the stripped steel strands (6); a plurality of wedge-shaped cutouts (4.1) are formed in the first-stage grouting pipe (4) in the expansion bag (12); a certain length of geotextile is tightly wrapped around each PE-sheathed steel strand (11), the first-stage grouting pipe (4) and the first-stage back grouting pipe (5) on the outer side of both ends of the expansion bag (12), and is sealed by epoxy resin and firmly bound by lead wire (14); the expansion bag (12) is sewn by fine canvas (26); end isolation supports (24) are arranged on the outer side of both ends of the expansion bag (12); the end isolation supports (24), the fine canvas (26) and the inner isolation supports (8) are firmly bound by lead wire (14) on the outer side of the end isolation supports (24); The filling grouting free section (C) is arranged between the separation blocking expansion section (B) and the anchor pier (D) and is arranged in a rock mass with developed fissures; the filling grouting free section (C) is sequentially provided with a steel casing pipe (17), an outer isolation support (9), a corrugated pipe (7) and an inner isolation support (8) from outside to inside; the inner isolation support (8) is provided with a plurality of PE-sheathed steel strands (11); the corrugated pipe (7) is provided with a corrugated pipe stopper (15) close to the outer end of the separation blocking expansion section (B); the gap between the corrugated pipe (7) and the inner isolation support (8) is densely filled with epoxy mortar (23); the gap between the steel casing pipe (17) and the corrugated pipe (7) is embedded and sealed by a mixture of asbestos cloth and cement mortar.

2. The partition blocking grouting anchor cable structure suitable for the rock mass with slope fissure development according to claim 1, characterized in that: The length of the corrugated pipe stopper (15) of the pressurized grouting anchoring section (A) is calculated by the following formula: ， Wherein, D 1 D is the inner diameter of the corrugated pipe; P 1 P is the primary grouting pressure; L 1 L is the length of the corrugated pipe occluder; c 1 K is the safety factor, which is determined according to the actual situation.

3. The partition blocking grouting anchor cable structure suitable for the rock mass with slope fissure development according to claim 1, characterized in that: The filling grouting free section (C) comprises a steel sleeve (17), an outer isolation support (9), a corrugated pipe (7) and an inner isolation support (8), the outer isolation support (9) is arranged on the inner side of the steel sleeve (17), the corrugated pipe (7) is arranged on the inner side of the outer isolation support (9), and the inner isolation support (8) is arranged on the inner side of the corrugated pipe (7); a first-stage grouting pipe (4), a first-stage return grouting pipe (5), a second-stage grouting pipe (16) and a plurality of PE-sheathed steel strands (11) are arranged in the inner isolation support (8); the corrugated pipe (7) is provided with a corrugated pipe stopper (15) close to the outer side end of the partition blocking expansion section (B); the gap between the corrugated pipe (7) and the inner isolation support (8) is densely filled with epoxy mortar (23); and the gap between the steel sleeve (17) and the corrugated pipe (7) is embedded and sealed by a mixture of asbestos cloth and cement mortar.

4. The partitioned blocked grouting anchor cable structure suitable for the rock mass with slope fissure development according to claim 3, characterized in that: The length of the corrugated pipe stopper (15) of the filling grouting free section (C) is calculated by the following formula: ， Wherein, D 1 D is the inner diameter of the corrugated pipe; P 2 P is the primary grouting pressure; L 3 L is the length of the corrugated pipe occluder; c 1 T is the bonding strength of the epoxy mortar and the corrugated pipe; K K is the safety factor, which is determined according to the actual situation.

5. The partitioned blocked grouting anchor cable structure suitable for the rock mass with slope fissure development according to claim 4, characterized in that: The embedded and sealed length of the gap between the steel sleeve (17) and the corrugated pipe (7) is calculated by the following formula: ， Wherein, D 4 Diameter of steel casing, D 5 Diameter of corrugated pipe; P 2 Secondary grouting pressure; L 4 Length of caulking sealing of steel casing and corrugated pipe; c 3 , c 4 Bonding strength of asbestos cloth and cement slurry mixture with steel casing and corrugated pipe respectively; K Safety factor, determined according to actual conditions.

6. The partition blocking grouting anchor cable structure for the rock mass with slope fissure development according to claim 1, characterized in that: A plurality of centering supports (10) are arranged in the partition blocking grouting anchor structure, and the centering supports (10) are arranged between the outer isolation support (9) and the corrugated pipe (7).

7. The partition blocking grouting anchor cable structure for the rock mass with slope fissure development according to claim 1, characterized in that: A guide cap (1) is arranged at the outer side port position of the pressurized grouting anchoring section (A), the end of the guide cap (1) is provided with a corrugated pipe internal grouting and outflow hole (3), and the inside of the guide cap (1) is provided with a grouting pipe (2).

8. The partition blocking grouting anchor cable structure for the rock mass with slope fissure development according to claim 1, characterized in that: The anchor pier (D) comprises a first-stage concrete (18) close to the filling grouting free section (C) and a second-stage concrete (19) close to the first-stage concrete (18); the first-stage concrete (18) and the second-stage concrete (19) are internally provided with a first-stage grouting pipe (4), a first-stage return grouting pipe (5), a second-stage grouting pipe (16), a second-stage return grouting pipe (20) and a plurality of peeled steel strands (6); the number of the peeled steel strands (6) is consistent with that of the PE-sheathed steel strands (11); the aperture of the anchor pier (D) is provided with a steel sleeve (17), and the steel sleeve (17) is firmly bonded with the hole wall of the drill hole (25); in the anchor pier (D), the PE-sheathed steel strands (11) pass through the first-stage concrete (18) and are fixed in the second-stage concrete (19) by an anchor (21); the first-stage concrete (18) is provided with a pre-buried steel pipe (22), and the pre-buried steel pipe (22) is provided with the second-stage grouting pipe (16).

Images