High slope mountain rock stability treatment method

Abstract

The present application belongs to the technical field of mountain slope treatment, in particular to a high slope mountain rock stability treatment method, which comprises the following steps: professional personnel enter the main body of the slope, use ultrasonic detection equipment to measure the rock gap of the protruding point, mark the rock layer when the rock layer gap exceeds 0.3mm, and the area exceeding 0.1 square meters, construction personnel enter the main body of the slope, and install temporary protection devices at the marked rock layer position in S1 step. The present application can temporarily protect the slope without excavating holes and grooves, the vibration generated during protection construction is small, which is conducive to the safe construction of temporary protection, and the laid metal protection net can temporarily protect the side wall of the whole slope main body from sliding, improve the safety of rock protection construction, reduce the possibility of rock sliding in protection construction, and facilitate safe construction.

Description

Technical Field

[0001] This invention belongs to the field of mountain slope treatment technology, and in particular relates to a method for oriented stabilization of rock in high slopes. Background Technology

[0002] Bedding slopes are a type of potential landslide that is prone to slippage, and they have a serious impact on the safety of highways and other infrastructure. Therefore, slope protection measures are necessary to reduce the possibility of landslides and improve the safety of passing vehicles and pedestrians.

[0003] Currently, in the treatment of dip slopes, because the rock strata of the dip slope are in the same direction as the slope's inclination angle, if the bonding between the rock strata is not stable enough, it is very easy for local rock strata to slip during slope protection, which brings certain dangers to the construction. In order to reduce the possibility of this phenomenon, construction protection is generally carried out before formal slope protection, such as excavating one layer of protection. However, during protection, it is still necessary to carry out measures such as drilling and anchoring on the rock strata. For some protruding, easily slippery rock blocks, there is still a possibility of slippage when subjected to construction vibrations such as drilling and anchoring, which brings certain dangers to the construction and is not conducive to safe construction. Therefore, we propose a dip slope rock stabilization treatment method to solve the above problems. Summary of the Invention

[0004] The purpose of this invention is to address the above-mentioned problems by providing a method for oriented stabilization of rock in high slopes.

[0005] To achieve the above objectives, the present invention adopts the following technical solution: a method for oriented stabilization of rock in high slopes, comprising the following steps:

[0006] S1. Professional personnel enter the main body of the slope and use ultrasonic testing equipment to measure the gaps between protruding rock points. When the gaps between rock layers exceed 0.3mm, or when the area of ​​the gaps between rock layers exceeds 0.3mm and exceeds 0.1 square meters, the rock layer at that point is marked.

[0007] S2. Construction workers enter the main body of the slope and install temporary protective devices at the rock strata locations marked in step S1.

[0008] S3. After the temporary protective device is installed, wait at least 4 hours before proceeding with anchoring and grouting reinforcement of the rock strata.

[0009] S4. After step S3 is completed, wait at least 24 hours before checking the tightness of each anchoring point, re-inspecting the rock strata points, and supplementing the anchoring and grouting of the rock strata at the landslide-prone points.

[0010] The aforementioned temporary protective device installed at the marked rock stratum location includes multiple concrete support corner platforms laid and installed on the side wall of the main slope body, with the concrete support corner platforms located below the marked rock stratum location. The multiple concrete support corner platforms and the side wall of the main slope body are laid together on a metal protective net. Multiple expansion bolts are movably inserted into the side wall of the metal protective net, and each expansion bolt is inserted into the side wall of the concrete support corner platform on the same side. The top of each concrete support corner platform is horizontally set. The metal protective net and the top of the main slope body are connected together by a fixing mechanism. Each concrete support corner platform is equipped with an anti-fall mechanism, and each anti-fall mechanism is equipped with a top pressure component.

[0011] Preferably, the fixing mechanism includes multiple vertical steel bars fixedly installed on the top of the slope body, a concrete base is laid on the top of the slope body at the position of the multiple vertical steel bars, and the end face of the concrete base is inclined, the mesh of the metal protective net is arranged to pass through the multiple vertical steel bars, and a concrete reinforcement seat is laid on the side wall of the metal protective net above the concrete base.

[0012] Preferably, each of the aforementioned anti-fall mechanisms includes a vertical bar fixedly installed on the end face of the concrete support corner platform, and multiple horizontal bars are fixedly provided between adjacent vertical bars.

[0013] Preferably, each of the top-pressing components includes a side plate disposed on one side of the fence vertical bar, and the side wall of the side plate is threadedly connected to a top-pressing screw, and the lower end of the top-pressing screw is rotatably connected to an anti-slip pressure plate.

[0014] Preferably, the sidewalls of each of the concrete support corner platforms and the sidewalls of the slope body are jointly connected with multiple anchor rods, and the rod walls of each anchor rod are set through the sidewalls of the metal protective net.

[0015] Preferably, each of the anchor rods has a grouting groove at its end, and each grouting groove has multiple grouting discharge holes on its wall, and each grouting discharge hole is inclined.

[0016] Preferably, each of the side plates has a mounting plate fixed to its end, and the side wall of each mounting plate and the side wall of the side plate on the same side are all threadedly connected with a set of mounting bolts.

[0017] Preferably, the distance between two adjacent horizontal bars of the enclosure on the same side is no more than 10cm, and the distance between the lowest horizontal bar of the enclosure and the upper surface of the concrete support platform on the same side is no more than 10cm.

[0018] Preferably, a reinforcing rod is fixedly provided between the side wall of each of the mounting plates and the side wall of the side plate on the same side.

[0019] Preferably, after step S4 is completed, a drainage trench is excavated at the bottom of the main slope, and a strip concrete wall is poured on one side of the drainage trench. The height of the strip concrete wall is set within the range of 10cm to 20cm.

[0020] Compared with existing technologies, the advantages of the oriented stabilization method for high slope rock mass are:

[0021] 1. By setting steps S1 to S4, the protection treatment of the slope can be completed. In step S2, the temporary protection device installed can provide temporary support and protection for key areas prone to landslides without excavating the soil and rock. Since there is no need to excavate holes or trenches, the vibration generated during the protection construction is small, which is conducive to the safe construction of temporary protection. By laying metal protective netting, the side wall of the entire slope can be pushed to provide temporary protection against landslides, which improves the safety of rock protection construction, reduces the possibility of rock slippage during protection construction, and facilitates safe construction.

[0022] 2. Through the fixed mechanism, the top of the metal protective net can be pulled back, thereby using the metal protective net to apply a reverse supporting force to the vertical rock layer, improving the stability of the rock layer support.

[0023] 3. Through the fixed mechanism, horizontally arranged guardrails can be installed on each concrete support corner platform to block and prevent rolling rocks from falling.

[0024] 4. The top pressure component, in conjunction with the fixing mechanism, can apply pressure to key rocks that are prone to loosening and slipping, thereby further reducing the possibility of rock slippage. Attached Figure Description

[0025] Figure 1 This is a schematic diagram of the structure provided by the present invention;

[0026] Figure 2 This is an enlarged view of part A of the structure provided by the present invention;

[0027] Figure 3 This is an enlarged view of part B of the structure provided by the present invention;

[0028] Figure 4 This is a side view of the anti-fall mechanism provided by the present invention.

[0029] Figure 5 This is an enlarged view of the C part structure provided by the present invention.

[0030] In the diagram: 1. Main slope structure; 2. Temporary protective device; 3. Concrete support corner; 4. Metal protective netting; 5. Expansion bolts; 6. Fixing mechanism; 61. Vertical reinforcing bars; 62. Concrete base; 63. Concrete reinforcement seat; 7. Anti-fall mechanism; 71. Vertical bar of the enclosure; 72. Horizontal bar of the enclosure; 8. Top pressure assembly; 81. Side plate; 82. Top pressure bolt; 83. Anti-slip pressure plate; 9. Anchor rod; 10. Grouting groove; 11. Grouting discharge hole; 12. Mounting plate; 13. Mounting bolts; 14. Reinforcing rod; 15. Strip concrete wall; 16. Drainage ditch. Detailed Implementation

[0031] The technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments.

[0032] like Figure 1-5 As shown, the method for oriented stabilization of rock mass on high slopes includes the following steps:

[0033] S1. Professional personnel enter the main body of the slope 1 and use ultrasonic testing equipment to measure the gaps between protruding rocks. When the gaps between rock layers exceed 0.3mm, or when the area of ​​the gaps between rock layers exceeds 0.3mm and the area of ​​the gaps between rock layers exceeds 0.1 square meters, the rock layer at that location is marked.

[0034] S2. Construction workers enter the main body of the slope 1 and install temporary protective devices 2 at the rock strata locations marked in step S1.

[0035] After the installation of S3 and temporary protective device 2 is completed, wait at least 4 hours before carrying out anchoring and grouting reinforcement of the rock strata.

[0036] S4. After step S3 is completed, wait at least 24 hours before checking the tightness of each anchoring point, re-inspecting the rock strata points, and supplementing the anchoring and grouting of the rock strata at the landslide-prone points.

[0037] After step S4 is completed, a drainage trench 16 is excavated at the bottom of the main slope 1, and a strip concrete wall 15 is poured on one side of the drainage trench 16. The height of the strip concrete wall 15 is set within the range of 10cm to 20cm.

[0038] The temporary protective device 2 installed at the marked rock layer location includes multiple concrete support corner platforms 3 laid and installed on the side wall of the slope body 1, and the concrete support corner platforms 3 are set below the marked rock layer location. The multiple concrete support corner platforms 3 and the side wall of the slope body 1 are laid together on the metal protective net 4. Multiple expansion bolts 5 are movably inserted into the side wall of the metal protective net 4, and each expansion bolt 5 is inserted into the side wall of the concrete support corner platform 3 on the same side. The top of each concrete support corner platform 3 is set horizontally. The metal protective net 4 and the top of the slope body 1 are connected together by a fixing mechanism 6. Each concrete support corner platform 3 is provided with a fall prevention mechanism 7, and each fall prevention mechanism 7 is provided with a top pressure component 8.

[0039] The fixing mechanism 6 includes multiple vertical steel bars 61 fixedly installed on the top of the slope body 1. A concrete base 62 is laid on the top of the slope body 1 at the position of the multiple vertical steel bars 61, and the end face of the concrete base 62 is inclined. The mesh of the metal protective net 4 is set through the multiple vertical steel bars 61. A concrete reinforcement seat 63 is laid on the side wall of the metal protective net 4 above the concrete base 62. Through this setting, the top of the metal protective net 4 can be tightened.

[0040] Each anti-fall mechanism 7 includes a barrier vertical bar 71 fixedly installed on the end face of the concrete support corner 3, and multiple barrier horizontal bars 72 are fixedly installed between two adjacent barrier vertical bars 71. This arrangement can block falling rocks and improve safety.

[0041] Each top-pressure component 8 includes a side plate 81 located on one side of the fence vertical bar 71, and the side wall of the side plate 81 is threadedly connected to a top-pressure screw 82. The lower end of the top-pressure screw 82 is rotatably connected to an anti-slip pressure plate 83. By turning the top-pressure screw 82 in conjunction with the anti-slip pressure plate 83, pressure can be applied to the soil and rock to further reduce the possibility of soil and rock sliding.

[0042] Each concrete support corner 3 has multiple anchor rods 9 inserted into its sidewall and the sidewall of the slope body 1. The rod wall of each anchor rod 9 penetrates the sidewall of the metal protective net 4. This arrangement can improve the installation stability of the metal protective net 4 and enable the metal protective net 4 to be used as one of the formal protection methods.

[0043] Each anchor rod 9 has a grouting groove 10 at its end, and each grouting groove 10 has multiple grouting discharge holes 11 on its groove wall. Each grouting discharge hole 11 is inclined. This arrangement facilitates grouting into the soil and rock layer through the anchor rod 9. On the one hand, it can fill the gap between the anchor hole and the anchor rod 9, improving the stability of the anchoring. On the other hand, it can fill the gap between the soil and rock, which is beneficial to improving the stability of the soil and rock layer.

[0044] Each side plate 81 has a mounting plate 12 fixed at its end, and the side wall of each mounting plate 12 and the side wall of the side plate 81 on the same side are connected by a set of mounting bolts 13. This arrangement facilitates the fixed installation between the mounting plate 12 and the side plate 81.

[0045] The spacing between two adjacent horizontal bars 72 on the same side is no more than 10cm, and the distance between the lowest horizontal bar 72 and the upper surface of the concrete support corner 3 on the same side is no more than 10cm. This arrangement can reduce the possibility of large rocks leaking out.

[0046] Each mounting plate 12 has a reinforcing rod 14 fixedly installed on its side wall and the side plate 81 on the same side. The reinforcing rod 14 can improve the connection stability between the mounting plate 12 and the side plate 81.

[0047] The operating principle of the temporary protective device of the present invention is described as follows: A concrete support platform 3 is formed under each marked point where it is prone to slippage. The concrete support platform 3 can support the bottom of the protruding rock at that point. Since there is no need to excavate the rock layer, the construction will not generate a large vibration force. The structural stability of the original rock structure is small, thereby improving the temporary protection effect. The metal protective net 4 is installed and laid on the concrete support platform 3 and the slope body 1 by expansion bolts 5. The metal protective net 4 can be used to surround and protect the movable gravel, reducing the possibility of gravel slippage. The metal protective net 4 also applies a reverse tensile force to the rock layer, further improving the temporary protection effect.

Claims

1. A method for oriented stabilization of rock mass on high slopes, characterized in that, Includes the following steps: S1. Professional personnel enter the main body of the slope (1), use ultrasonic testing equipment to measure the rock gaps at protruding points, and mark the rock layers where the rock gaps exceed 0.3mm and the area where the gaps between rock layers exceed 0.3mm exceeds 0.1 square meters. S2. Construction personnel enter the main body of the slope (1) and carry out construction and installation of temporary protective devices (2) for the rock strata marked in step S1. S3. After the temporary protective device (2) is installed, wait at least 4 hours, and then carry out anchoring and grouting reinforcement construction on the rock layer; S4. After step S3 is completed, wait at least 24 hours before checking the tightness of each anchoring point, re-inspecting the rock strata points, and supplementing the anchoring and grouting of the rock strata at the landslide-prone points. The temporary protective device (2) installed at the marked rock layer position includes multiple concrete support corner platforms (3) laid and installed on the side wall of the slope body (1), and the concrete support corner platforms (3) are set on the lower side of the marked rock layer position. The multiple concrete support corner platforms (3) and the side wall of the slope body (1) are laid together on the metal protective net (4). Multiple expansion bolts (5) are movably inserted into the side wall of the metal protective net (4), and each expansion bolt (5) is inserted into the side wall of the concrete support corner platform (3) on the same side. The top of each concrete support corner platform (3) is set horizontally. The metal protective net (4) and the top of the slope body (1) are connected together by a fixing mechanism (6). Each concrete support corner platform (3) is provided with a falling prevention mechanism (7), and each falling prevention mechanism (7) is provided with a top pressure component (8). Each of the aforementioned anti-fall mechanisms (7) includes a fence vertical bar (71) fixedly installed on the end face of the concrete support corner platform (3), and multiple fence horizontal bars (72) are fixedly provided between two adjacent fence vertical bars (71); Each of the top-pressing components (8) includes a side plate (81) disposed on one side of the fence vertical bar (71), and the side wall of the side plate (81) is threadedly connected to a top-pressing screw (82), and the lower end of the top-pressing screw (82) is rotatably connected to an anti-slip pressure plate (83).

2. The method for oriented stabilization of rock mass on high slopes according to claim 1, characterized in that, The fixing mechanism (6) includes multiple vertical steel bars (61) fixedly installed on the top of the slope body (1). A concrete base (62) is laid on the top of the slope body (1) at the position of the multiple vertical steel bars (61), and the end face of the concrete base (62) is inclined. The mesh of the metal protective net (4) is set through the multiple vertical steel bars (61). A concrete reinforcement seat (63) is laid on the side wall of the metal protective net (4) above the concrete base (62).

3. The method for oriented stabilization of rock mass on high slopes according to claim 1, characterized in that, Each of the concrete support corner platforms (3) and the side wall of the slope body (1) are connected to a number of anchor rods (9), and the rod wall of each anchor rod (9) is set through the side wall of the metal protective net (4).

4. The method for oriented stabilization of rock mass on high slopes according to claim 3, characterized in that, Each of the anchor rods (9) has a grouting groove (10) at its end, and each grouting groove (10) has multiple grouting discharge holes (11) on its wall, and each grouting discharge hole (11) is inclined.

5. The method for oriented stabilization of rock mass on high slopes according to claim 1, characterized in that, Each of the side plates (81) is fixed with a mounting plate (12) at its end, and the side wall of each mounting plate (12) and the side wall of the side plate (81) on the same side are all threadedly connected with a set of mounting bolts (13).

6. The method for oriented stabilization of rock mass on high slopes according to claim 1, characterized in that, The distance between two adjacent fence horizontal bars (72) on the same side shall not exceed 10cm, and the distance between the lowest fence horizontal bar (72) and the upper end face of the concrete support corner platform (3) on the same side shall not exceed 10cm.

7. The method for oriented stabilization of rock mass on high slopes according to claim 5, characterized in that, Each of the mounting plates (12) has a reinforcing rod (14) fixedly installed between its side wall and the side wall of the side plate (81) on the same side.

8. The method for oriented stabilization of rock mass on high slopes according to claim 1, characterized in that, After step S4 is completed, a drainage ditch (16) is excavated at the bottom of the main slope (1), and a strip concrete wall (15) is poured on one side of the drainage ditch (16). The height of the strip concrete wall (15) is set in the range of 10cm to 20cm.

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