Hydropower plant rock-anchored beam excavation method

Abstract

The invention discloses a hydropower plant rock-anchored beam excavation method, which belongs to the technical field of hydropower engineering construction, and comprises the following steps: according to the size, shape and construction condition judgment of a rock-anchored beam, selecting excavation construction along a direction vertical to the rock-anchored beam or excavation construction along a direction parallel to the rock-anchored beam; the excavation construction in the direction perpendicular to the rock-anchored beam comprises the following steps that S110, rock-anchored beam vertical hole excavation is conducted, and drilling equipment is used for drilling and grooving of the vertical hole in the perpendicular direction of the rock-anchored beam; s120, rock-anchored beam inclined hole excavation is carried out, and inclined holes are drilled along a specific angle according to design requirements; and S130, the rock at the rock-anchored beam is subjected to block deslagging, the rock-anchored beam is cut off in a block mode, the rock is peeled off, and deslagging treatment is conducted. The method has the advantages that the labor intensity and danger of manual construction are reduced, the influence of blasting impact on the stability of the large underground cavern and the adjacent engineering is reduced or eliminated, and the construction precision is improved.

Description

Technical Field

[0001] The invention relates to the technical field of hydropower engineering construction, in particular to a method for excavating rock anchor beams in a hydropower plant. Background Art

[0002] The construction of water conservancy projects is currently in full swing and is becoming more and more sophisticated. The construction of rock anchor beams in the underground powerhouse of hydropower stations is the core link of the entire project. However, the current excavation of rock anchor beams is still mainly manual. In order to reduce the labor intensity and danger of manual excavation of rock anchor beams and improve the mechanization level of tunnel construction, it is urgent to develop a set of rock anchor beam mechanized excavation equipment and construction methods.

[0003] Rock anchor beams are mainly used in the installation and maintenance of electromechanical equipment in underground powerhouses of large-scale water conservancy projects. They have high requirements for the forming of rock beam walls and are a key and difficult project. In actual engineering applications, the sharp corner forming excavation of the reserved rock platform is often unsuccessful. The subsequent repair of concrete into the required shape by anchor rods may still cause a certain degree of deterioration of the surrounding rock conditions. The rock wall crane beam is a concrete structure located on a stable surrounding rock. Therefore, when the surrounding rock conditions change, it is bound to affect the stability of the rock beam wall. Therefore, ensuring the one-time forming of the rock beam wall can avoid uncontrollable deformation of the plant side wall and improve the reliability of the underground plant project.

[0004] The excavation of rock anchor beams generally adopts the smooth blasting excavation method of "vertical and oblique bidirectional drilling and simultaneous detonation". It is necessary not only to ensure that the rock platform meets the design requirements, but also to reduce the excessive damage and destruction of the rock platform surrounding rock caused by the excavation blasting vibration to ensure that it provides good basic stress conditions. The large underground powerhouse caverns of hydropower projects have the characteristics of large spans, high side walls, multiple adjacent cavern groups, and multiple cavern intersections. The instantaneous shock waves generated by traditional blasting methods directly affect the excavation quality and stability of large underground caverns. Summary of the invention

[0005] The present invention provides a method for excavating rock anchor beams of a hydropower plant to solve the problems of high labor intensity and high risk of manual excavation in existing blasting methods, as well as the problem that rock anchor beam excavation usually cannot ensure accurate contour excavation and forming in one time, and the impact of instantaneous shock waves generated by blasting excavation on the stability of large-span and high-side-wall underground plants.

[0006] According to one aspect of the present invention, a method for excavating rock anchor beams of a hydropower plant using a multi-hole drilling rig is provided, comprising the following steps:

[0007] According to the size and shape of the rock anchor beam and the construction conditions, choose to use excavation construction along the direction perpendicular to the rock anchor beam or along the direction parallel to the rock anchor beam;

[0008] Excavation construction along the vertical rock anchor beam direction includes the following steps:

[0009] S110, excavating vertical holes of the rock anchor beam, using drilling equipment to drill vertical holes and form grooves along the vertical direction of the rock anchor beam;

[0010] S120, excavation of inclined holes for rock anchor beams, drilling inclined holes at specific angles according to design requirements;

[0011] S130, rock is separated into blocks and slag is removed at the rock anchor beam, the rock anchor beam is cut into blocks, the rock is peeled off and slag is removed;

[0012] The excavation construction along the direction parallel to the rock anchor beam includes the following steps:

[0013] S210: excavate to the edge of the protective layer on the side of the rock anchor beam, starting from the top floor of the underground powerhouse, and gradually excavate to the edge of the protective layer on the side of the rock anchor beam to provide space for the subsequent drilling equipment to enter the site;

[0014] S220, the drilling equipment is brought in and positioned. The equipment needs to be adjusted to a suitable angle and position for drilling, ensuring that its boom and drill bit can be accurately positioned to the end face contour of the rock anchor beam;

[0015] S230, drilling and grooving of the end profile of the rock anchor beam;

[0016] S240, rock spalling and slagging.

[0017] Optionally, in step S130, for places where blasting cannot be used for excavation, the rock anchor beam is cut into blocks by lifting or crushing with a breaker; for places where blasting can be used for excavation, the rock anchor beam is cut into blocks by drilling and blasting.

[0018] Optionally, in step S240, for places where blasting cannot be used for excavation, the rock anchor beam is cut into blocks by lifting or crushing with a breaker; for places where blasting can be used for excavation, the rock anchor beam is cut into blocks by drilling and blasting.

[0019] Optionally, during the operation of cutting the rock anchor beam into blocks by drilling and blasting, explosives are loaded at the blasting holes around the rock that needs to be blasted and peeled off in blocks in this cycle, and at the same time, blasting holes are drilled and charged at the places where the entire rock has been peeled off in the previous cycle, and blasted and slag is discharged together with the rock that needs to be peeled off for the rock anchor beam in this cycle.

[0020] Optionally, step S110 includes:

[0021] S111, excavate from the top floor of the underground powerhouse to the side edge of the side protective layer of the rock anchor beam. The excavation height of the protective layer is a suitable height to facilitate the positioning of the drilling equipment to the starting point of the vertical hole of the rock anchor beam;

[0022] S112, adjust the position of the equipment so that the moving direction is arranged parallel to the direction of the rock anchor beam, place the boom of the drilling equipment vertically to the ground, and at the same time, make the top of the multi-hole drill fit the wall of the underground powerhouse. According to the set excavation contour line, operate the boom of the drilling equipment to accurately locate the contour of the vertical hole of the rock anchor beam and press it against the rock surface;

[0023] S113, setting the drilling depth of the drilling equipment to the length of the vertical hole of the rock anchor beam, and performing drilling and grooving construction;

[0024] S114, after the drilling is completed, the boom maintains the original posture, and the drilling equipment moves along the travel direction to a starting point that coincides with the edge of the groove formed by the previous point or is separated by a certain distance. The boom only needs to be fine-tuned to reposition and drill the groove again;

[0025] S115, the drilling equipment continues to move forward to complete the drilling and grooving construction of the vertical holes of the entire rock anchor beam of the underground powerhouse.

[0026] Optionally, step S120 includes:

[0027] S121, excavation along the rock anchor beam protective layer and the wall of the powerhouse below, the excavation height is to make it easy for the drilling equipment to locate the appropriate height of the starting point of the oblique hole of the rock anchor beam;

[0028] S122, after the drilling equipment enters the site, adjust the equipment position so that the travel direction is arranged parallel to the rock anchor beam, place the drilling equipment boom to the required rock anchor beam oblique hole excavation angle and starting point, operate the boom to accurately position it and press it against the rock surface;

[0029] S123, setting the drilling depth of the drilling equipment to the length of the inclined hole of the rock anchor beam, and performing drilling and grooving construction;

[0030] S124, after the drilling is completed, the boom maintains the original posture, and the drilling equipment moves along the travel direction to reach the starting point that coincides with the edge of the previous point or is separated by a certain distance. The boom only needs to be fine-tuned to re-position and perform drilling and grooving construction again;

[0031] S125, the drilling equipment continues to move forward until the length of the drilled slot reaches a suitable length suitable for rock peeling and slag removal.

[0032] Optionally, step S130 includes:

[0033] S131, move the drilling equipment to a safe position where it will not be affected by the rock spalling and falling of the rock anchor beam, ensure that the drilling equipment moves in a direction away from the rock spalling, place the boom perpendicular to the length direction of the rock anchor beam and the groove formed by the multi-hole row drill along the block cutting direction of the rock anchor beam, operate the boom to accurately position it and press it against the rock surface, and perform the rock block spalling operation;

[0034] S132, setting the drilling depth of the drilling equipment to the distance between the starting point of the rock anchor beam block cut-off and the wall surface of the vertical hole, and performing drilling and grooving construction;

[0035] S133, after the drilling is completed, the rock at the rock anchor beam is peeled off to the ground, and the excavation of the rock anchor beam is completed after the slag is discharged, and the operation of step S120 is continued to perform a cycle of rock anchor beam excavation.

[0036] Optionally, step S230 includes:

[0037] S231, setting the drilling depth of the drilling equipment to the advancement stroke of the multi-hole drilling, or adjusting it according to the actual situation, and performing drilling and grooving construction;

[0038] S232, after a single drilling is completed, the boom of the drilling equipment is operated to be positioned to a starting point that coincides with the edge of the groove formed by the previous point or is separated by a certain distance, and drilling and groove construction is performed again;

[0039] S233, after drilling is completed on both sides of the rock anchor beam, the drilling equipment moves to the rear of the rock anchor beam, and the excavation or loading equipment is operated to peel off the rock and remove the slag in the area where the rock anchor beam has been drilled into a groove.

[0040] Optionally, in step S233, before drilling and grooving the outline of the rock anchor beam, drilling and grooving are first performed on the cut surface of the rock block of the rock anchor beam to facilitate rock peeling.

[0041] Optionally, in the vertical holes of the rock anchor beam, the oblique holes of the rock anchor beam and the cross-section of the rock to be peeled off, you can choose to drill slots with a multi-hole drill or drill blasting holes with a multi-hole drill and a single drill rod according to actual conditions.

[0042] In summary, the present application includes at least one of the following beneficial technical effects:

[0043] 1. The rock anchor beam excavation method of the present invention can perform continuous drilling and grooving to realize non-blasting construction. According to the actual situation, it is combined with blasting construction to realize one-time forming of the rock anchor beam, reduce the transitional damage of blasting vibration to the surrounding rock, and avoid the impact of instantaneous shock waves generated by blasting on large underground caverns and adjacent projects;

[0044] 2. The multi-hole drilling system of the present invention has a small distance between the center of the drill rod and the top. The multi-hole drilling system construction method gives full play to its advantages. It can realize accurate contour grooving on the rock anchor beam and the rock walls on both sides of the underground powerhouse, or because it can reduce the external insertion angle of the drilling equipment boom, it can realize the control of the blasting over-excavation within a smaller range.

[0045] 3. The construction method described in the present invention can be switched between two modes: non-blasting drilling and grooving and blasting hole construction. It can be switched in underground plant rock anchor beams and rock walls on both sides of the plant, etc., which improves the versatility of special equipment, reduces construction hazards, reduces the number of tunnel construction equipment, facilitates equipment marketing and on-site management, and reduces construction costs.

[0046] In addition to the above-described purposes, features and advantages, the present invention has other purposes, features and advantages. The present invention will be further described in detail with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0047] The drawings constituting a part of this application are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0048] Figure 1 This is a cross-section of the upper part of the underground plant;

[0049] Figure 2 This is a schematic diagram of drilling vertical holes for rock anchor beams after excavation of the underground powerhouse to the bottom of the upper protective layer of the rock anchor beam;

[0050] Figure 3 This is the effect diagram after the underground powerhouse is excavated to the bottom of the upper protective layer of the rock anchor beam and the vertical holes of the rock anchor beam are drilled into grooves;

[0051] Figure 4 This is a schematic diagram of the vertical hole drilling of the rock anchor beam after the side protective layer of the rock anchor beam of the underground powerhouse is excavated;

[0052] Figure 5 This is the effect diagram after the side protective layer of the rock anchor beam of the underground powerhouse is excavated and the vertical holes of the rock anchor beam are drilled into grooves;

[0053] Figure 6 This is a schematic diagram of drilling oblique holes for rock anchor beams;

[0054] Figure 7 This is a schematic diagram of drilling and grooving of the block cut surface of the rock anchor beam;

[0055] Figure 8 This is the effect diagram of the vertical hole, oblique hole and block cut surface of the rock anchor beam after being grooved;

[0056] Fig. 9This is the effect diagram after the underground powerhouse is excavated to the bottom of the upper protective layer of the rock anchor beam, and the vertical hole of the rock anchor beam is drilled and blasted;

[0057] Fig.10 This is the effect picture after the side protection layer of the rock anchor beam of the underground powerhouse is excavated and the vertical hole of the rock anchor beam is drilled and blasted;

[0058] Fig.11 This is a schematic diagram of drilling holes for blasting holes in the rock anchor beam section;

[0059] Fig.12 The drilling effect diagram of the vertical hole, inclined hole and block cut-off surface blasting hole of the rock anchor beam;

[0060] Fig.13 This is a schematic diagram of drilling a groove parallel to the rock anchor beam;

[0061] Fig.14 This is the effect diagram of drilling a hole parallel to the rock anchor beam;

[0062] Fig.15 Schematic diagram of drilling blasting holes parallel to the rock anchor beam;

[0063] Fig.16 This is the effect diagram of drilling a blasting hole parallel to the rock anchor beam.

[0064] Legend:

[0065] 1. Underground plant; 11. Top floor of underground plant; 12. Upper protective layer of rock anchor beam; 121. Bottom of upper protective layer of rock anchor beam; 13. Rock anchor beam; 131. Vertical hole of rock anchor beam; 132. Oblique hole of rock anchor beam; 14. Side protective layer of rock anchor beam; 141. Side edge of side protective layer of rock anchor beam; 15. Protective layer below underground plant; 151. Rock walls on both sides of underground plant; 2. Drilling equipment; 21. Drilling equipment body; 22. Drilling equipment boom; 23. Multi-hole drill; 231. Top of multi-hole drill; 232. Multi-hole drill rod; 31. Grooves formed by drilling vertical holes of rock anchor beam after underground plant is excavated to the bottom of upper protective layer of rock anchor beam; 32. Underground plant 3. The groove formed by drilling the vertical holes of the rock anchor beam after the side protective layer of the rock anchor beam is excavated; 33. The vertical blasting hole of the rock anchor beam after the underground powerhouse is excavated to the bottom of the upper protective layer of the rock anchor beam; 34. The vertical blasting hole of the rock anchor beam after the side protective layer of the rock anchor beam of the underground powerhouse is excavated; 35. The cut-off surface of the rock anchor beam block; 36. The blasting hole in the rock center of the rock anchor beam block; 37. The blasting surface of the rock anchor beam block; 43. The drilling position 1 of the cut-off groove of the rock anchor beam block; 44. The drilling position 2 of the cut-off groove of the rock anchor beam block; 51. The groove 1 formed by drilling parallel to the rock anchor beam; 52. The groove 2 formed by drilling parallel to the rock anchor beam; 53. The plane 1 where the blasting holes are drilled parallel to the rock anchor beam; 54. The plane 2 where the blasting holes are drilled parallel to the rock anchor beam. DETAILED DESCRIPTION

[0066] The embodiments of the present invention are described in detail below with reference to the accompanying drawings. However, the present invention can be implemented in many different ways as defined and covered below.

[0067] The following is combined with Figure 1-16 This application is described in further detail.

[0068] The present application embodiment discloses a method for excavating a rock anchor beam of a hydropower plant using a multi-hole drill, comprising the following steps:

[0069] According to the size and shape of the rock anchor beam and the construction conditions, choose to use excavation construction along the direction perpendicular to the rock anchor beam or along the direction parallel to the rock anchor beam;

[0070] The excavation construction along the direction of the vertical rock anchor beam includes the following steps: S110, excavation of vertical holes of the rock anchor beam, using drilling equipment to drill vertical holes and grooves along the vertical direction of the rock anchor beam; S120, excavation of oblique holes of the rock anchor beam, drilling oblique holes along specific angles according to design requirements; S130, slagging of rocks in blocks at the rock anchor beam, cutting the rock anchor beam in blocks, causing the rock to peel off and slagging;

[0071] The excavation construction along the direction parallel to the rock anchor beam includes the following steps: S210, excavating to the side edge 141 of the side protective layer of the rock anchor beam, starting from the top floor of the underground powerhouse, and gradually excavating to the side edge 141 of the side protective layer of the rock anchor beam to provide space for the subsequent entry of drilling equipment; S220, entry and positioning of drilling equipment, the equipment needs to be adjusted to an angle and position suitable for drilling, ensuring that its boom and drill bit can be accurately positioned to the end face contour of the rock anchor beam; S230, drilling and grooving of the end face contour of the rock anchor beam; S240, rock peeling and slag discharge.

[0072] Specifically, step S110 includes:

[0073] S111, excavate from the top floor of the underground powerhouse to the side edge of the side protective layer of the rock anchor beam. The excavation height of the protective layer is a suitable height to facilitate the positioning of the drilling equipment to the starting point of the vertical hole of the rock anchor beam;

[0074] S112, adjust the position of the equipment so that the moving direction is arranged along the direction parallel to the rock anchor beam, place the boom of the drilling equipment vertically to the ground, and at the same time, the top of the multi-hole drill 23 is in contact with the wall of the underground factory building. According to the set excavation contour line, operate the boom of the drilling equipment to accurately locate the contour of the vertical hole of the rock anchor beam and press it against the rock surface;

[0075] S113, setting the drilling depth of the drilling equipment to the length of the vertical hole of the rock anchor beam, and performing drilling and grooving construction;

[0076] S114, after the drilling is completed, the boom maintains the original posture, and the drilling equipment moves along the travel direction to a starting point that coincides with the edge of the groove formed by the previous point or is separated by a certain distance. The boom only needs to be fine-tuned to reposition and drill the groove again;

[0077] S115, the drilling equipment continues to move forward to complete the drilling and grooving construction of the vertical holes of the entire rock anchor beam of the underground powerhouse.

[0078] In the excavation construction of the vertical hole of the rock anchor beam, it is first necessary to start the conventional excavation operation from the top floor of the underground plant until the edge of the side protective layer of the rock anchor beam is reached, ensuring that the excavation height is sufficient to allow the drilling equipment to enter the site smoothly and to facilitate positioning to the starting point of the vertical hole of the rock anchor beam. The choice of this excavation height is very critical, as it determines the effective operating space and positioning accuracy of the drilling equipment. Next, adjust the drilling equipment to a travel direction parallel to the rock anchor beam, and adjust its boom to a posture perpendicular to the ground, so that the top of the multi-hole drill 23 fits the wall of the underground plant 1, and according to the set excavation contour line, operate the drilling equipment boom to accurately locate the contour of the vertical hole of the rock anchor beam, while ensuring that the equipment is close to the rock surface to prevent deviation. After the drilling equipment is positioned, the depth of the drill hole is set to be consistent with the designed length of the vertical hole of the rock anchor beam. After the equipment is started, the drilling and grooving construction can be carried out. At this time, the drilling equipment will gradually penetrate the rock to form the vertical hole profile required by the design. This process ensures the depth and forming accuracy of the vertical hole, laying a good foundation for subsequent construction. After the drilling and grooving construction is completed, there is no need to make major adjustments to the equipment. The equipment boom maintains its original posture. Construction personnel only need to make small adjustments to move the drilling equipment to the next starting point to ensure that the position of the new hole is connected to the edge of the previous grooved hole or maintains an appropriate distance. After each fine-tuning, the next round of drilling and grooving construction is carried out. Through this continuous operation, the equipment can continue to move forward with high efficiency until the grooving construction of the entire vertical hole system of the rock anchor beam is completed.

[0079] Step S120 includes:

[0080] S121, excavation along the rock anchor beam protective layer and the wall of the powerhouse below, the excavation height is to make it easy for the drilling equipment to locate the appropriate height of the starting point of the oblique hole of the rock anchor beam;

[0081] S122, after the drilling equipment enters the site, adjust the equipment position so that the travel direction is arranged parallel to the rock anchor beam, place the drilling equipment boom to the required rock anchor beam oblique hole excavation angle and starting point, operate the boom to accurately position it and press it against the rock surface;

[0082] S123, setting the drilling depth of the drilling equipment to the length of the inclined hole of the rock anchor beam, and performing drilling and grooving construction;

[0083] S124, after the drilling is completed, the boom maintains the original posture, and the drilling equipment moves along the travel direction to reach the starting point that coincides with the edge of the previous point or is separated by a certain distance. The boom only needs to be fine-tuned to re-position and perform drilling and grooving construction again;

[0084] S125, the drilling equipment continues to move forward until the length of the drilled slot reaches a suitable length suitable for rock peeling and slag removal.

[0085] In the excavation construction of the inclined hole of the rock anchor beam, it is first necessary to excavate along the protective layer of the rock anchor beam and the wall of the factory building below it according to the construction design requirements, to ensure that the excavation height can enable the drilling equipment to smoothly locate the starting point of the inclined hole. This height must be accurate to provide sufficient space and convenient positioning conditions for the subsequent operation of the drilling equipment. Then, after the drilling equipment enters the site, the operator will adjust the equipment to ensure that its travel direction is parallel to the direction of the rock anchor beam, and place the arm of the equipment at an angle and starting point position that meets the design requirements of the inclined hole, to ensure that the drilling equipment can accurately align with the angle of the inclined hole of the rock anchor beam, and the arm of the equipment must be firmly against the rock surface to maintain stability and accuracy. After the positioning is completed, the operator sets the drilling depth of the drilling equipment according to the design. The drilling depth needs to be consistent with the length of the inclined hole of the rock anchor beam to ensure that the drilling and grooving construction can reach the required length of the inclined hole in the design, and then start the equipment to start the drilling and grooving operation. After the slotting construction is completed, the arm of the equipment maintains its original posture without major adjustments. The construction personnel only need to fine-tune the equipment and move it to the next starting point that coincides with the edge of the previous slot hole or maintains a certain distance, and then drill the slot again. This step ensures the convenience of continuous operation and reduces the time and complexity of repeated equipment adjustments. The drilling equipment continues to move forward in this way, repeating the above operations until the length of the drilling slot reaches a suitable length for rock spalling and slag discharge. This process ensures the integrity and accuracy of the entire oblique hole system. At the same time, through continuous slotting operations, it provides ideal conditions for subsequent rock block spalling and slag discharge.

[0086] Step S130 includes:

[0087] S131, move the drilling equipment to a safe position where it will not be affected by the rock spalling and falling of the rock anchor beam, ensure that the drilling equipment moves in a direction away from the rock spalling, place the boom perpendicular to the length direction of the rock anchor beam and the groove formed by the multi-hole row drill along the block cutting direction of the rock anchor beam, operate the boom to accurately position it and press it against the rock surface, and perform the rock block spalling operation;

[0088] S132, setting the drilling depth of the drilling equipment to the distance between the starting point of the rock anchor beam block cut-off and the wall surface of the vertical hole, and performing drilling and grooving construction;

[0089] S133, after the drilling is completed, the rock at the rock anchor beam is peeled off to the ground, and the excavation of the rock anchor beam is completed after the slag is discharged, and the operation of step S120 is continued to perform a cycle of rock anchor beam excavation.

[0090] Specifically, in step S130, for places where blasting cannot be used for excavation, the rock anchor beam is cut into pieces by lifting or crushing with a breaker; for places where blasting can be used for excavation, the rock anchor beam is cut into pieces by drilling and blasting.

[0091] During the construction process of step S130, it is first necessary to perform the rock block peeling operation at the rock anchor beam. For places where the blasting method cannot be applied, the block cutting is completed by lifting or crushing with a breaker hammer, and for places where the blasting method can be used, the block peeling is performed by drilling and blasting. Specifically, at the beginning of step S131, the construction personnel first move the drilling equipment to a safe position to ensure that the equipment will not be affected by the rock peeling of the rock anchor beam. This usually requires the equipment to move in a direction away from the side of the rock peeling to avoid the equipment or personnel being injured by falling rocks during the construction process. At this time, the boom of the drilling equipment should be placed in a position perpendicular to the length direction of the rock anchor beam, so that the groove formed by the multi-hole row drill 23 is accurately positioned along the block cutting direction of the rock anchor beam, ensuring that the boom is tightly attached to the rock surface so that the next drilling operation can proceed smoothly. This link is crucial. It not only ensures the safety of the construction, but also ensures the accuracy of the drilling operation, creating good conditions for subsequent rock peeling. Then in step S132, the drilling depth of the drilling equipment is set, and the distance from the wall of the vertical hole to the starting point of the rock anchor beam block cutting is accurately set, so that the depth of the drilling is consistent with the actual required block size, so that the rock cutting and block can be accurately completed in the slot construction. After the drilling equipment completes the slot construction, according to step S133, the rock at the rock anchor beam will naturally peel off to the ground, and the peeled rock will be crushed and cleaned by a lifting device or a breaker. After the peeled rock is slag-out, the excavation of the rock anchor beam at this place is basically completed. After that, continue to follow the operation of step S120 to enter the excavation cycle of the next rock anchor beam. In this process, the steps of peeling and slag-out are crucial. It not only determines whether the rock can be peeled off and slag-out smoothly, but also relates to the continuity and efficiency of the entire construction process. For places that cannot be blasted, the lifting and crushing methods of block cutting are safer and suitable for use in sensitive environments. In places that can be blasted, the drilling and blasting method is more efficient and can quickly complete the cutting of large rocks.

[0092] Step S230 includes:

[0093] S231, setting the drilling depth of the drilling equipment to the advancement stroke of the multi-hole drill 23, or adjusting it according to the actual situation, and performing the drilling and grooving construction;

[0094] S232, after a single drilling is completed, the boom of the drilling equipment is operated to be positioned to a starting point that coincides with the edge of the groove formed at the previous point or is separated by a certain distance, and drilling and groove construction is performed again;

[0095] S233, after drilling holes on both sides of the rock anchor beam, the drilling equipment moves to the rear of the rock anchor beam, and the excavation or loading equipment is operated to peel off the rock in the area where the rock anchor beam has been drilled and grooved. In step S233, before drilling holes and grooves on the outline of the rock anchor beam, the rock block cut surface of the rock anchor beam is firstly drilled and grooved to facilitate rock peeling.

[0096] During the construction process of step S230, the drilling and grooving operation must be performed first, wherein step S231 requires setting the drilling depth of the drilling equipment, which is usually the advancement stroke of the multi-hole drill 23, and can also be adjusted accordingly according to the actual construction conditions on site to ensure that the drilling depth can meet the design requirements of the grooving. When the drilling equipment starts working, the multi-hole drill 23 is used to gradually penetrate the rock layer to form a predetermined slot. In the process of drilling and grooving construction, precise control of the depth is crucial because it directly affects the molding quality of the rock anchor beam and the smooth progress of subsequent rock peeling. Next, in step S232, after a single drilling operation is completed, the construction personnel will operate the boom of the drilling equipment and fine-tune it to a new position to ensure that the starting point of the new round of drilling coincides with the edge of the previous grooving point or maintains an appropriate spacing. The role of this step is to ensure the continuity of the drilling and grooving construction and to ensure that the connection between each grooving section is smooth and seamless, thereby forming a complete drilling slot structure. This continuous operation reduces the frequent equipment adjustment time, improves the construction efficiency, and ensures the uniform drilling effect of the entire rock anchor beam surface. Then in step S233, when the two surfaces of the rock anchor beam are completed, the drilling equipment will be moved to the rear of the rock anchor beam. At this time, the excavation or loading equipment is operated to process the area that has been drilled and grooved to ensure that the rock can be smoothly peeled off and the slag can be processed in time. However, in order to facilitate the peeling of the rock, before the rock anchor beam contour is drilled and grooved, the block cut surface of the rock of the rock anchor beam is usually drilled and grooved first, so that large pieces of rock can be cut off in advance and their peeling areas can be divided, making the subsequent rock peeling process smoother and safer. Through the early processing of block cutting, not only the uncertainty of rock peeling is reduced, but also the obstruction of rock in the slag process is avoided, ensuring that the entire construction process is carried out efficiently and orderly.

[0097] In step S240, for places where blasting cannot be used for excavation, the rock anchor beam is cut into blocks by lifting or crushing with a breaker; for places where blasting can be used for excavation, the rock anchor beam is cut into blocks by drilling and blasting.

[0098] In the process of cutting the rock anchor beam in blocks by drilling and blasting, charge is loaded at the blasting holes around the rocks that need to be blasted and peeled off in blocks in this cycle, and blasting holes are drilled and charged at the places where the whole rock has been peeled off in the previous cycle, and blasted and slag is discharged together with the rocks that need to be peeled off in this cycle. Such an operation arrangement helps to ensure the continuous excavation of the rock anchor beam, while improving the blasting efficiency and construction safety. By charging and blasting in multiple areas at the same time, the energy of blasting can be maximized, the uniformity of rock peeling can be achieved, and the situation of incomplete peeling or unsatisfactory blasting effect caused by isolated blasting can be avoided; in addition, this method can also reduce the frequent movement and repeated operation of equipment, maintain the continuity of construction, thereby improving construction efficiency, ensuring that the blasting operation is more effective and economical, and can make the slag discharge of the peeled rock smoother and more efficient, avoiding the situation of slag backlog and impact on construction progress caused by multiple blasting.

[0099] In the vertical holes of rock anchor beams, the oblique holes of rock anchor beams, and the cross-sections of rocks to be stripped, you can choose to drill slots with multi-hole drill 23 or drill blasting holes with multi-hole drill 23 single drill rod according to the actual situation. It can flexibly respond to different construction scenes and rock conditions. Through the multi-hole drill 23 drilling slots, non-blasting operations can be performed in situations where blasting is not possible or fine excavation is required, ensuring that the disturbance to the surrounding rock mass is minimized during the construction process, ensuring accuracy and safety. In the case of blasting being allowed, the use of multi-hole drill 23 single drill rods for blasting hole drilling can greatly improve the efficiency of rock block stripping and speed up the construction progress. At the same time, through precise blasting control, over-excavation and the impact on the surrounding environment can be reduced.

[0100] Embodiment 1:

[0101] For places where blasting cannot be used for excavation, first excavate the vertical holes of the rock anchor beams, and then Figure 1 -Attached Figure 5 The specific excavation steps are as follows:

[0102] 1) Refer to the attached Figure 1 ,This example first uses conventional construction methods to excavate from the top floor 11 of the underground powerhouse to the bottom 121 of the upper protective layer of the rock anchor beam 13;

[0103] Or a conventional construction method is used to excavate from the top floor 11 of the underground powerhouse to the side edge 141 of the side protective layer 14 of the rock anchor beam 13. The excavation height of the side protective layer 14 is a suitable height for facilitating the positioning of the drilling equipment 2 to the starting point of the vertical hole 131 of the rock anchor beam, which is generally controlled at about 3-5 meters. The side edge 141 of the protective layer is generally in the same vertical plane with the powerhouse rock wall 151 below it.

[0104] 2) Refer to the attached Figure 2 , Attachment Figure 4After the drilling equipment 2 enters the site, adjust the position of the drilling equipment body 21 so that its travel direction is parallel to the rock anchor beam 13, place the drilling equipment arm 22 vertically to the ground, and at the same time, make the top of the multi-hole drill 23 fit the wall of the underground factory building. Thanks to the flexibility of the drilling equipment arm 22 and the small distance between the drill bit center and the top 231 of the multi-hole drill 23, the top 231 of the multi-hole drill can fit the rock wall at the vertical hole 131 of the rock anchor beam. According to the set excavation contour line, the drilling equipment arm 22 can be operated to accurately locate the contour of the vertical hole 131 of the rock anchor beam and press against the rock surface.

[0105] 3) Setting the drilling depth of the drilling equipment 2 to the length of the vertical hole 131 of the rock anchor beam, which is generally designed to be 1.5-2 meters, to perform drilling and grooving construction;

[0106] 4) After the drilling is completed, the drilling equipment arm 22 maintains the original posture, and the drilling equipment 2 moves along the travel direction to reach the starting point that coincides with the edge of the previous point or is separated by a certain distance. The drilling equipment arm 22 only needs to be fine-tuned to re-position and perform drilling and grooving construction again;

[0107] 5) The drilling equipment continues to move forward to complete the drilling and grooving of the vertical holes of the entire rock anchor beam of the underground powerhouse. Depending on the different positions of the drilling equipment 2 during the vertical hole drilling, the construction effects are shown in the attached figure. Figure 3 , Attachment Figure 5 It can be seen that the multi-hole drill 23 cooperates with the travel distance of the drilling equipment body 21 during each drilling to complete the drilling and grooving of the vertical holes of the entire row of rock anchor beams.

[0108] For places where blasting cannot be used for excavation, the inclined holes of rock anchor beams are excavated, combined with the attached Figure 6 , Attachment Figure 8 The specific excavation steps are as follows:

[0109] 1) After the vertical hole 131 of the rock anchor beam is drilled and slotted, preferably, under the premise of ensuring the stability of the rock formation and the safety of personnel and equipment, during the construction of the vertical hole 131 of the rear section of the rock anchor beam of the underground powerhouse, a conventional construction method is used to excavate along the side protective layer 14 of the rock anchor beam and the protective layer 15 below the underground powerhouse, and the excavation height is a suitable height for the drilling equipment 2 to be easily positioned to the starting point of the oblique hole 132 of the rock anchor beam;

[0110] 2) After the drilling equipment 2 enters the site, adjust the equipment position, preferably arrange it in a direction parallel to the rock anchor beam, and place the drilling equipment boom 22 to the required excavation angle and starting point of the rock anchor beam oblique hole 132; operate the boom to accurately position it and press it against the rock surface;

[0111] 3) Set the drilling depth of the drilling equipment to the length of the inclined hole 132 of the rock anchor beam and perform the drilling and grooving construction;

[0112] 4) After the drilling is completed, the protective layer arm 22 maintains the original posture, and the drilling equipment moves along the travel direction to reach the starting point that coincides with the edge of the previous point or is separated by a certain distance. The arm only needs to be fine-tuned to re-position and perform drilling and grooving construction again;

[0113] 5) The drilling device 2 continues to move forward until the length of the drilling slot (i.e., the travel distance) reaches a suitable length for rock peeling and slag removal (e.g. Figure 8 The horizontal length of the oblique hole 132 of the middle rock anchor beam can generally be set to 3 meters, and the subsequent rock block slag removal operation at the rock anchor beam is carried out;

[0114] 6) After the rock of the rock anchor beam is separated into blocks and slag is removed, the drilling and grooving operation at the next point will be continued.

[0115] For places where blasting cannot be used for excavation, the rock blocks at the rock anchor beam are finally separated and slag removed. Figure 7 , Attachment Figure 8 The specific excavation steps are as follows:

[0116] When the length of the drilling slot reaches the appropriate length for rock spalling and slag removal (usually 3 meters), move the drilling equipment 2 to a safe position where it will not be affected by the rock spalling and falling of the rock anchor beam 13, and ensure that the drilling equipment body 21 moves in a direction away from the rock spalling side. Figure 7 The drilling equipment arm 22 is placed perpendicular to the length direction of the rock anchor beam, and the groove formed by the multi-hole row drill 23 is along the block cutting surface 35 of the rock anchor beam. The drilling equipment arm 22 is operated to accurately position and press against the rock surface to perform rock block peeling operation;

[0117] The drilling depth of the drilling equipment is set to the distance between the starting point of the rock anchor beam and the wall of the vertical hole, which is the attached Figure 7 The drilling depth of the multi-hole drill 23 at the rock anchor beam 13 can generally be set to 1-2 meters. The multi-hole drill 23 is operated to drill into the rock anchor beam 13 to perform drilling and grooving construction;

[0118] After the drilling is completed, the rock at the rock anchor beam falls to the ground, and the excavation of the rock anchor beam is completed by lifting the slag or crushing the slag with a breaker hammer; all operations of drilling and grooving the oblique holes are continued to carry out the excavation of the next cycle of rock anchor beams.

[0119] Embodiment 2:

[0120] For places where blasting cannot be used for excavation, drilling and slotting can be carried out in the direction parallel to the rock anchor beam. Figure 13-14 The specific excavation steps are as follows:

[0121] 1. Use conventional construction methods to excavate from the top floor 11 of the underground powerhouse to the side edge 141 of the side protective layer of the rock anchor beam. The excavation height of the protective layer is a suitable height for the drilling equipment 2 to be easily positioned to the drilling point of the rock anchor beam, which is generally set at 3-5 meters;

[0122] 2. After the drilling equipment 2 enters the site, adjust the equipment position, such as Fig.13 , so that the drilling equipment body 21 is located behind the end face of the rock anchor beam, at the same time, the drilling equipment arm 22 is perpendicular to the end face of the rock anchor beam, and the top of the multi-hole drill 23 is close to the rock anchor beam near the rock wall. According to the set excavation contour line, the drilling equipment arm 22 is operated to accurately locate the contour holes 51 and 52 of the end face of the rock anchor beam and press against the rock surface;

[0123] 3. Set the drilling depth of the drilling equipment 2 to the advancement stroke of the multi-hole drill 23, which is generally set to 2-4 meters, or adjust according to actual conditions, and perform drilling and grooving construction;

[0124] 4. After a single drilling is completed, the drilling equipment arm 22 is operated to be positioned to a starting point that coincides with the edge of the groove formed by the previous point or is separated by a certain distance, and the drilling and grooving construction is performed again;

[0125] 5. After drilling of both surfaces 51 and 52 of the rock anchor beam is completed, the drilling device 2 moves to the rear of the rock anchor beam, and the excavation or loading device is operated to peel off the rock in the area where the rock anchor beam has been drilled and grooved, and to remove the slag; preferably, before drilling and groove the outline of the rock anchor beam, the rock block cut surface 35 of the rock anchor beam can be drilled and grooved first to facilitate rock peeling;

[0126] 6. After the slag is discharged, the drilling equipment 2 repositions the drilling hole and starts the next cycle of excavation.

[0127] Embodiment 3:

[0128] 1. For places where blasting can be used for excavation, first excavate the vertical holes of rock anchor beams, and then Figure 2 , Attachment Figure 4 , Attachment Figure 9-10 The specific excavation steps are as follows:

[0129] The operation steps of the drilling equipment are basically the same as those in the above-mentioned places where blasting cannot be used for excavation. According to the difference in the location of the drilling equipment, it is also divided into two situations: the drilling equipment 2 is located at the bottom 121 of the upper protective layer of the rock anchor beam and at the side edge 141 of the side protective layer of the rock anchor beam.

[0130] The difference is that at this time the multi-hole drill 23 only uses single-hole drilling, and drills light blasting holes with appropriate spacing along the moving direction of the drilling equipment body 21 (the hole spacing is similar to that of manual hand drill excavation, generally set to 0.3 meters; the drilling depth is generally set to 1.5-2 meters). Thanks to the flexibility of the drilling equipment arm 22 and the small distance between the center and the top of the multi-hole drill bit, the drilling equipment arm 22 can be operated according to the set excavation contour line to perform precise contour drilling of the vertical hole of the rock anchor beam, and the blasting over-excavation amount can be controlled within a small range.

[0131] 2. For places where blasting can be used for excavation, the inclined holes of rock anchor beams are excavated, combined with the attached Figure 6 , Attachment Fig.12 The specific excavation steps are as follows:

[0132] The basic operation steps of the drilling equipment are the same as those in the above-mentioned places where blasting cannot be used for excavation. The single-hole light blasting hole drilling is also performed. It is necessary to pay attention to the hole spacing control to be consistent with the vertical hole 131 of the rock anchor beam, that is, to ensure that the vertical hole 131 of the rock anchor beam and the oblique hole 132 of the rock anchor beam are kept on the same vertical plane;

[0133] The drilling equipment continues to move forward until the length of the light blasting holes (i.e., the travel distance) reaches the appropriate length for rock blasting and slag removal in this cycle, which can generally be set at 3 meters, and the drilling operation of the following rock anchor beam block blasting surface 37 is carried out.

[0134] 3. For places where blasting can be used for excavation, the rock blocks at the rock anchor beams should be blasted and slag removed in combination with the attached Figure 11-12 , the specific steps are as follows:

[0135] When the length of the light blasting holes (i.e. the travel distance) reaches the appropriate length for rock blasting and slag removal in this cycle, it can generally be set at 3 meters. Fig.11 , move the drilling equipment 2 to a safe position, and ensure that the drilling equipment body 21 moves in a direction away from the side where the rock is peeling. Fig.11 , place the drilling equipment arm 22 perpendicular to the length direction of the rock anchor beam, operate the arm to accurately position and press against the rock surface, use a single drill rod with multi-hole drilling, the spacing is generally set to 0.3 meters, and drill holes in the rock anchor beam block blasting surface 37 from top to bottom. In the center of the rock anchor beam block rock, a total of 6 rock anchor beam block rock center blasting holes 36 are arranged to crush the rock and remove slag.

[0136] In this cycle, explosives are loaded in the peripheral blasting holes 131 / 132 / 37 where the rock needs to be blasted and peeled off in blocks, and in the central blasting hole 36 where the rock needs to be blasted and peeled off in blocks, and the slag is discharged after blasting.

[0137] Embodiment 4:

[0138] For places where blasting can be used for excavation, drilling can be carried out in the direction parallel to the rock anchor beam, combined with the attached Figure 15-16 , the specific steps are as follows:

[0139] 1. Use conventional construction methods to excavate from the top floor 11 of the underground powerhouse to the side edge 141 of the side protective layer of the rock anchor beam. The excavation height of the protective layer is a suitable height for the drilling equipment to be easily positioned to the drilling point of the rock anchor beam, which is generally set at 3-5 meters;

[0140] 2. After the drilling equipment 2 enters the site, Fig.15 , adjust the position of the equipment so that the drilling equipment body 21 is located behind the end face of the rock anchor beam, and the drilling equipment arm 22 is perpendicular to the end face of the rock anchor beam, and the top of the multi-hole drill 23 is close to the rock anchor beam near the rock wall. Use the multi-hole drill rod 232, according to the set excavation contour line, operate the drilling equipment arm 22 to accurately locate the contour holes 53 and 54 of the end face of the rock anchor beam and press against the rock surface;

[0141] 3. Set the drilling depth of the drilling equipment 2 to the advancement stroke of the multi-hole drilling rod 232, which is generally set to 2-4 meters, or adjust according to actual conditions, and perform blast hole drilling construction;

[0142] 4. After a single drilling is completed, the drilling equipment arm 22 is operated to locate the starting point at a certain distance from the previous blasting hole, and drilling construction is performed again. Fig.16 ;

[0143] 5. After drilling holes on both sides 53 and 54 of the rock anchor beam contour, the drilling equipment 2 moves to the rear of the rock anchor beam, and charges are charged at the holes at 53 and 54 of the rock anchor beam contour. Preferably, blasting holes are drilled and charged at the places where the whole rock has been peeled off in the previous cycle, and the slag is blasted out together with the rock that needs to be peeled off in the current cycle; preferably, before drilling holes at 53 and 54 of the rock anchor beam contour, the rock block cut surface of the rock anchor beam can be drilled first to facilitate rock blasting and peeling. Preferably, blasting holes are arranged at appropriate intervals, and splitting equipment can also be used for splitting, and non-blasting excavation can also be achieved;

[0144] 6. After the slag is discharged, the drilling equipment will reposition the hole and start the next cycle of excavation.

[0145] The technical solution of the present invention has the following beneficial effects:

[0146] The rock anchor beam excavation method using the multi-hole drilling equipment described in the present invention uses a new drilling equipment construction method to replace the current manual construction of scaffolding and guide steel pipes, and uses a hand pneumatic drill to drill holes, which can reduce the labor intensity and danger during rock anchor beam excavation operations and improve work efficiency. The use of mechanized construction is also conducive to maintaining a stable quality level of tunnel construction.

[0147] The rock anchor beam excavation method described in the present invention can be used for non-blasting construction by using multi-hole drilling that can continuously form grooves in some places where blasting cannot be used for excavation. It can also combine non-blasting drilling and blasting hole construction according to actual conditions to achieve one-time forming of the rock beam wall, reduce excessive damage to the surrounding rock caused by excavation blasting vibration, avoid the instantaneous shock waves generated by traditional blasting methods from having a significant impact on the excavation quality and stability of large underground caverns and existing adjacent cavern groups, and achieve construction technology innovation.

[0148] The rock anchor beam excavation method described in the present invention uses multi-hole drilling, and the distance between the center of the drill rod and the top is relatively small. Accurate contour grooving can be achieved in the vertical holes of the rock anchor beam and the rock walls 151 on both sides of the underground powerhouse, or light blasting holes can be drilled to reduce the amount of blasting over-excavation, thereby improving the forming quality and stability of the rock beam wall and the rock walls 151 on both sides of the underground powerhouse.

[0149] The rock anchor beam excavation method described in the present invention can be switched between two modes: non-blasting drilling and grooving, and blasting hole construction. It can also be switched in vertical holes and inclined holes of rock anchor beams, rock walls 151 on both sides of underground powerhouses, etc. It has universality, can reduce construction hazards, reduce the number of tunnel construction equipment, and reduce construction costs.

[0150] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for excavating rock anchor beams in a hydropower plant, characterized in that: The steps include: According to the size and shape of the rock anchor beam and the construction conditions, choose to use drilling equipment to excavate in the direction perpendicular to the rock anchor beam or in the direction parallel to the rock anchor beam; Excavation construction along the vertical rock anchor beam direction includes the following steps: S110, excavating vertical holes of the rock anchor beam, using drilling equipment to drill vertical holes and form grooves along the vertical direction of the rock anchor beam; S120, excavation of inclined holes for rock anchor beams, drilling inclined holes at specific angles according to design requirements; S130, rock is separated into blocks and slag is removed at the rock anchor beam, the rock anchor beam is cut into blocks, the rock is peeled off and slag is removed; The excavation construction along the direction parallel to the rock anchor beam includes the following steps: S210: excavate to the edge of the protective layer on the side of the rock anchor beam, starting from the top floor of the underground powerhouse, and gradually excavate to the edge of the protective layer on the side of the rock anchor beam to provide space for the subsequent drilling equipment to enter the site; S220, the drilling equipment is brought in and positioned. The equipment needs to be adjusted to a suitable angle and position for drilling, ensuring that its boom and drill bit can be accurately positioned to the end face contour of the rock anchor beam; S230, drilling and grooving of the end profile of the rock anchor beam; S240, rock spalling and slagging.

2. The method for excavating rock anchor beams of a hydropower plant according to claim 1, characterized in that: In step S130, for places where blasting cannot be used for excavation, the rock anchor beam is cut into blocks by lifting or crushing with a breaker; for places where blasting can be used for excavation, the rock anchor beam is cut into blocks by drilling and blasting.

3. The method for excavating rock anchor beams of a hydropower plant according to claim 2, characterized in that: In step S240, for places where blasting cannot be used for excavation, the rock anchor beam is cut into blocks by lifting or crushing with a breaker; for places where blasting can be used for excavation, the rock anchor beam is cut into blocks by drilling and blasting.

4. The method for excavating rock anchor beams of a hydropower plant according to claim 2 or 3, characterized in that: During the operation of cutting the rock anchor beam into blocks by drilling and blasting, explosives are loaded at the blasting holes around the rock that needs to be blasted and peeled off in blocks in this cycle. At the same time, blasting holes are drilled and explosives are loaded at the places where the whole rock has been peeled off in the previous cycle, and blasted and slag is discharged together with the rock that needs to be peeled off for the rock anchor beam in this cycle.

5. The method for excavating rock anchor beams of a hydropower plant according to claim 4, characterized in that: Step S110 includes: S111, excavate from the top floor of the underground powerhouse to the side edge of the side protective layer of the rock anchor beam. The excavation height of the protective layer is a suitable height to facilitate the positioning of the drilling equipment to the starting point of the vertical hole of the rock anchor beam; S112, adjust the position of the equipment so that the moving direction is arranged parallel to the direction of the rock anchor beam, place the boom of the drilling equipment vertically to the ground, and at the same time, make the top of the multi-hole drill fit the wall of the underground powerhouse. According to the set excavation contour line, operate the boom of the drilling equipment to accurately locate the contour of the vertical hole of the rock anchor beam and press it against the rock surface; S113, setting the drilling depth of the drilling equipment to the length of the vertical hole of the rock anchor beam, and performing drilling and grooving construction; S114, after the drilling is completed, the boom maintains the original posture, and the drilling equipment moves along the travel direction to a starting point that coincides with the edge of the groove formed by the previous point or is separated by a certain distance. The boom only needs to be fine-tuned to reposition and drill the groove again; S115, the drilling equipment continues to move forward to complete the drilling and grooving construction of the vertical holes of the entire rock anchor beam of the underground powerhouse.

6. The method for excavating rock anchor beams of a hydropower plant according to claim 5, characterized in that: Step S120 includes: S121, excavation along the rock anchor beam protective layer and the wall of the powerhouse below, the excavation height is to make it easy for the drilling equipment to locate the starting point of the oblique hole of the rock anchor beam; S122, after the drilling equipment enters the site, adjust the equipment position so that the travel direction is arranged parallel to the rock anchor beam, place the drilling equipment boom to the required rock anchor beam oblique hole excavation angle and starting point, operate the boom to accurately position it and press it against the rock surface; S123, setting the drilling depth of the drilling equipment to the length of the inclined hole of the rock anchor beam, and performing drilling and grooving construction; S124, after the drilling is completed, the boom maintains the original posture, and the drilling equipment moves along the travel direction to reach the starting point that coincides with the edge of the previous point or is separated by a certain distance. The boom only needs to be fine-tuned to re-position and perform drilling and grooving construction again; S125, the drilling equipment continues to move forward until the length of the drilled slot reaches a suitable length suitable for rock peeling and slag removal.

7. The method for excavating rock anchor beams of a hydropower plant according to claim 6, characterized in that: Step S130 includes: S131, move the drilling equipment to a safe position where it will not be affected by the rock spalling and falling of the rock anchor beam, ensure that the drilling equipment moves in a direction away from the rock spalling, place the boom perpendicular to the length direction of the rock anchor beam and the groove formed by the multi-hole row drill along the block cutting direction of the rock anchor beam, operate the boom to accurately position it and press it against the rock surface, and perform the rock block spalling operation; S132, setting the drilling depth of the drilling equipment to the distance between the starting point of the rock anchor beam block cut-off and the wall surface of the vertical hole, and performing drilling and grooving construction; S133, after the drilling is completed, the rock at the rock anchor beam is peeled off to the ground, and the excavation of the rock anchor beam is completed after the slag is discharged, and the operation of step S120 is continued to perform a cycle of rock anchor beam excavation.

8. The method for excavating rock anchor beams of a hydropower plant according to claim 7, characterized in that: Step S230 includes: S231, setting the drilling depth of the drilling equipment to the boom advancement stroke, or adjusting it according to actual conditions, and performing drilling and grooving construction; S232, after a single drilling is completed, the boom of the drilling equipment is operated to be positioned to a starting point that coincides with the edge of the groove formed by the previous point or is separated by a certain distance, and drilling and groove construction is performed again; S233, after drilling is completed on both sides of the rock anchor beam, the drilling equipment moves to the rear of the rock anchor beam, and the excavation or loading equipment is operated to peel off the rock and remove the slag in the area where the rock anchor beam has been drilled into a groove.

9. The method for excavating rock anchor beams of a hydropower plant according to claim 8, characterized in that: In step S233, before drilling and grooving the rock anchor beam outline, drilling and grooving the rock block cut surface of the rock anchor beam is first performed to facilitate rock peeling.

10. The method for excavating rock anchor beams of a hydropower plant according to claim 9, characterized in that: In the vertical holes of rock anchor beams, the inclined holes of rock anchor beams and the cross-sections where rock needs to be peeled off, you can choose to drill slots with multiple holes or drill blasting holes with multiple holes and single drill rods according to the actual situation.

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