A method for rock drilling and blasting excavation of an inverted arch and deep buried water ditch
Patent Information
- Application Number
- CN202611206357.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-08-10
- Publication Date
- 2026-11-03
AI Technical Summary
现有隧道仰拱及深埋水沟钻孔施工存在安全隐患大、效率低、劳动强度高、钻孔精度难以保证的问题，尤其在使用大型凿岩台车时操作盲区和灵活性受限，且重复作业频繁。
The rock drilling mechanism is installed on a trestle bridge. Rock drilling, charging and blasting are carried out through the front end of the trestle bridge. Combined with the protection of the protective cover, the debris can be cleared in one go, reducing repeated operations. Rock drilling is carried out using longitudinal or vertical blast holes, and the excavation of the invert arch and deep buried water trench is carried out simultaneously.
It improved construction safety and efficiency, reduced blind spots and flexibility limitations, avoided repeated slag turning and dumping operations, and significantly accelerated the construction progress and improved construction efficiency.
Smart Images
Figure CN123028478A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to tunnel construction methods, and more particularly to a method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches. Background Technology
[0002] During tunnel construction using the bench method, a timely invert is necessary to ensure structural stability and the formation of a closed pressure ring. Before constructing the invert, excavation of the soil and rock at the invert location is required. Currently, this excavation commonly employs the drill-and-blast method, which involves drilling a specific arrangement of blast holes on the invert working face, followed by charging, blasting, and debris removal. When the design requires the laying of deep-buried water trenches within the tunnel, the excavation of these trenches also faces similar drill-and-blast requirements. Currently, the main methods for drilling blast holes for tunnel inverts and deep-buried water trenches are as follows: 1. Manual Handheld Drilling: This is the most traditional and common method. Workers stand on uncleaned or partially cleared rock piles and operate heavy handheld pneumatic or hydraulic rock drills. This method presents significant safety hazards (uneven terrain, slippery rock debris, etc.), and the dust and noise generated during drilling pose considerable health risks to workers. Furthermore, this method is inefficient, requires a large workforce, is labor-intensive, and makes it difficult to guarantee drilling accuracy (including hole depth and direction), affecting subsequent blasting effects and excavation profile quality. It has become one of the key bottlenecks restricting the efficiency of tunnel excavation cycles.
[0003] 2. Utilization of large rock drilling rigs: While fully hydraulic rock drilling rigs are highly efficient and safe for drilling at the tunnel face, their large size and complex structure present significant operational blind spots and flexibility limitations when used for drilling invert sections, as the rock and soil at the bottom of the tunnel cross-section are located in the invert area. The rig's boom cannot effectively cover areas near the initial support section or tunnel corners, and a large amount of backfilled and compacted soil is typically required to provide a stable support platform for the rig, a time-consuming and labor-intensive process. After drilling, the backfilled soil must be excavated again, resulting in repetitive work and resource waste. Furthermore, when using rock drilling rigs for invert drilling or deep-buried trench drilling, the front face cannot be cleared for muck removal, severely slowing down the construction progress.
[0004] 3. Erecting temporary scaffolding platforms: Some construction companies choose to erect steel pipe scaffolding platforms to provide working surfaces for personnel and drilling rigs. However, erecting and dismantling scaffolding itself requires a significant investment of manpower and time, resulting in low efficiency. Furthermore, the stability and safety of temporary scaffolding platforms cannot be guaranteed, and they are prone to instability when subjected to the strong impacts and vibrations of drilling rigs. Summary of the Invention
[0005] The technical problem to be solved by the present invention is to overcome the shortcomings of the prior art and provide a construction method for invert arch rock drilling and blasting excavation that is safe, efficient, requires no repetitive work, and helps to speed up the construction progress.
[0006] To solve the above-mentioned technical problems, the present invention adopts the following technical solution: A method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches includes the following steps: S1. After the trestle bridge is in place, the rock drilling mechanism at the front of the trestle bridge will drill all the blast holes on the face of the inverted arch. S2. The rock drilling mechanism retreats, and the blast holes in the central area of the inverted arch face are loaded with explosives and then blasted. The blasting debris is dumped to both sides of the step. S3. The rock drilling mechanism drills the blast holes in the deep-buried ditch area through the central area of the inverted arch face. S4. The rock drilling mechanism retreats, and the blast holes in the areas on both sides of the inverted arch face and the deep-buried water ditch area are loaded with explosives and then blasted. The blasting debris is dumped to both sides of the step. S5. Install prefabricated drainage pipes, backfill deep-buried ditches, and perform initial support work for the invert arch.
[0007] As a further improvement to the above technical solution: In S3, the blast holes in the deeply buried ditch area are vertical blast holes.
[0008] In S1, the telescopic front abutment of the trestle extends and overlaps on the front inverted arch steps. In S2, the telescopic bridge retracts before the blasting of the blast holes in the central area of the inverted arch face. In S4, the telescopic front axle extends again and overlaps on the front inverted arch step. Before the blasting of the blast holes in the areas on both sides of the inverted arch face and the deeply buried water ditch area, the telescopic front axle retracts.
[0009] In S2 and S4, after the rock drilling mechanism retracts, the protective cover moves to the front of the rock drilling mechanism to provide protection.
[0010] A method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches includes the following steps: S1. After the trestle bridge is in place, the rock drilling mechanism at the front of the trestle bridge will drill the blast holes on both sides of the inverted arch face. S2. The rock drilling mechanism drills the blast holes in the central area of the deep-buried ditch face. The deep-buried ditch face is located in front of the invert arch face, and the deep-buried ditch reserved section is behind the deep-buried ditch face. S3. The rock drilling mechanism retreats, and the prefabricated drainage pipe is installed and the deep-buried water ditch is backfilled in the reserved section. S4. Charge explosives into the blast holes on both sides of the invert face and then blast them. The blasting debris is dumped to both sides of the step, and then the initial support operation of the invert is carried out. S5. Charge explosives into the blast holes in the central area of the deep-buried ditch face and then detonate them. The blasting debris is dumped to both sides of the step, which can form a new reserved section for the deep-buried ditch.
[0011] As a further improvement to the above technical solution: In S1, the telescopic front axle of the trestle extends and overlaps on the front arch step; in S3, the telescopic front axle retracts before the prefabricated drainage pipe is installed. In S4, the telescopic front axle extends again and overlaps on the front invert step. Before the blasting of the blast holes on both sides of the invert face, the telescopic front axle retracts.
[0012] In S3, after the rock drilling mechanism retracts, the protective cover moves to the front of the rock drilling mechanism to provide protection.
[0013] A method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches includes the following steps: S1. After the trestle bridge is in place, the rock drilling mechanism at the front of the trestle bridge will drill the inverted arch and the blast holes of the deep-buried water ditch face. S2. The rock drilling mechanism retreats, and the blast holes of the invert arch and the deep-buried water ditch face are loaded with explosives and then blasted. The blasting debris is dumped to both sides of the step. S3. Install prefabricated drainage pipes, backfill deep-buried ditches, and perform initial support work for the invert arch.
[0014] As a further improvement to the above technical solution: In S1, the telescopic front abutment of the trestle extends and overlaps on the front inverted arch steps. In S2, the telescopic bridge retracts before the blasting of the boreholes at the inverted arch and the face of the deep-buried ditch.
[0015] In S2, after the rock drilling mechanism retracts, the protective cover moves to the front of the rock drilling mechanism to provide protection.
[0016] Compared with the prior art, the advantages of the present invention are as follows: The rock drilling and blasting excavation method for inverted arches and deep-buried trenches disclosed in this invention installs the rock drilling mechanism at the front end of a trestle bridge. Compared with traditional manual handheld drilling operations and the construction of temporary scaffolding platforms, this method offers better safety, allows for synchronous transportation with the trestle bridge, and has high transportation efficiency. Compared with traditional operations using large rock drilling rigs, it significantly reduces blind spots and flexibility limitations, and eliminates the need for repetitive work, thus accelerating the construction progress. Compared with the traditional step-by-step construction process for inverted arches and deep-buried trenches, the debris generated by blasting in this invention can be cleared in one go, avoiding repeated debris handling and thus significantly improving construction efficiency.
[0017] Other features and advantages of the present invention will be described in detail in the following detailed description section. Attached Figure Description
[0018] Figure 1 This is a schematic diagram of the main structure of drilling all the blast holes at the face of the inverted arch in Embodiment 1 of the present invention.
[0019] Figure 2 This is a side view schematic diagram of the rock drilling structure of all blast holes on the face of the inverted arch in Embodiment 1 of the present invention.
[0020] Figure 3 This is a schematic diagram of the main view structure of loading explosives into the blast holes in the central area of the face of the inverted arch according to Embodiment 1 of the present invention.
[0021] Figure 4 This is a schematic diagram of the main structure of the blasting operation in the central area of the tunnel face of the inverted arch according to Embodiment 1 of the present invention.
[0022] Figure 5 This is a side view of the structure of the central area of the inverted arch face in Embodiment 1 of the present invention, showing the blasting.
[0023] Figure 6 This is a schematic diagram of the main structure of the slag turning process in the central area of the inverted arch face according to Embodiment 1 of the present invention.
[0024] Figure 7 This is a side view schematic diagram of the rock drilling structure of the blast hole in the deep-buried ditch area according to Embodiment 1 of the present invention.
[0025] Figure 8 This is a schematic diagram of the main structure for loading explosives into the blast holes on both sides of the inverted arch face and in the deeply buried water ditch area according to Embodiment 1 of the present invention.
[0026] Figure 9 This is a schematic diagram of the main structure for blasting on both sides of the inverted arch face and in the area of the deep-buried water ditch in Embodiment 1 of the present invention.
[0027] Figure 10 This is a schematic diagram of the main structure of the slag turning process on both sides of the inverted arch face and in the deep-buried water ditch area according to Embodiment 1 of the present invention.
[0028] Figure 11 This is a side view structural diagram of the installation of prefabricated drainage pipes, backfilling of deep-buried ditches, and initial support work of the invert arch in Embodiment 1 of the present invention.
[0029] Figure 12 This is a schematic diagram of the main view structure for rock drilling in both sides of the face of the inverted arch in Embodiment 2 of the present invention.
[0030] Figure 13 This is a side view structural diagram of rock drilling in both sides of the face of the inverted arch according to Embodiment 2 of the present invention.
[0031] Figure 14 This is a schematic diagram of the main view structure for rock drilling in the central area of the deep-buried ditch face according to Embodiment 2 of the present invention.
[0032] Figure 15 This is a side view of the rock drilling structure in the central area of the deep-buried ditch face according to Embodiment 2 of the present invention.
[0033] Figure 16 This is a schematic diagram of the main structure of the prefabricated drainage pipe installation and backfilling of the deep-buried ditch in the reserved section of the deep-buried ditch according to Embodiment 2 of the present invention.
[0034] Figure 17 This is a schematic diagram of the main structure for loading explosives into both sides of the arch face in Embodiment 2 of the present invention.
[0035] Figure 18 This is a schematic diagram of the main structure for blasting the two sides of the tunnel face of the inverted arch in Embodiment 2 of the present invention.
[0036] Figure 19 This is a side view structural diagram of the blasting of the two sides of the inverted arch face in Embodiment 2 of the present invention.
[0037] Figure 20 This is a side view of the slag turning structure in both sides of the working face of the inverted arch in Embodiment 2 of the present invention.
[0038] Figure 21 This is a side view structural diagram of the initial support operation of the inverted arch in Embodiment 2 of the present invention.
[0039] Figure 22 This is a schematic diagram of the main view structure of loading explosives into the blast holes in the central area of the deep-buried trench face according to Embodiment 2 of the present invention.
[0040] Figure 23 This is a side view schematic diagram of the loading of explosives into the blast holes in the central area of the deep-buried trench face according to Embodiment 2 of the present invention.
[0041] Figure 24 This is a schematic diagram of the main structure of the blasting operation in the central area of the deep-buried trench face according to Embodiment 2 of the present invention.
[0042] Figure 25 This is a side view of the structure of the blasting in the central area of the deep-buried trench face according to Embodiment 2 of the present invention.
[0043] Figure 26 This is a schematic diagram of the main structure of the slag turning process in the central area of the deep-buried ditch face according to Embodiment 2 of the present invention.
[0044] Figure 27 This is a schematic diagram of the main structure of rock drilling at the face of the inverted arch and the deep-buried water ditch in Embodiment 3 of the present invention.
[0045] Figure 28 This is a side view schematic diagram of the rock drilling structure of the inverted arch and the deep-buried water ditch face blast hole in Embodiment 3 of the present invention.
[0046] Figure 29 This is a schematic diagram of the main structure of loading explosives into the blast holes at the face of the inverted arch and the deep-buried water ditch in Embodiment 3 of the present invention.
[0047] Figure 30 This is a schematic diagram of the main structure of the blasting operation at the face of the inverted arch and the deep-buried water ditch in Embodiment 3 of the present invention.
[0048] Figure 31 This is a side view schematic diagram of the blasting structure of the inverted arch and the face of the deep-buried water ditch in Embodiment 3 of the present invention.
[0049] Figure 32 This is a schematic diagram of the main structure of the inverted arch and the deep-buried water ditch face for slag turning in Embodiment 3 of the present invention.
[0050] Figure 33 This is a schematic diagram of the main structure of the installation of prefabricated drainage pipes, backfilling of deep-buried ditches, and initial support of the invert arch in Embodiment 3 of the present invention.
[0051] Figure 34 This is a side view structural diagram of the installation of prefabricated drainage pipes, backfilling of deep-buried ditches, and initial support work of the invert arch in Embodiment 3 of the present invention.
[0052] The labels in the diagram represent: 1. Trestle; 11. Telescopic front axle; 12. Rear axle; 2. Rock drilling mechanism; 21. Protective cover; 3. Blasting hole; 4. Precast drainage pipe; 41. Concrete base layer; 42. Concrete backfill layer; 43. Crushed stone layer; 5. Reserved section for deep buried water ditch. Detailed Implementation
[0053] In the description of this invention, it should be understood that the terms "length", "width", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.
[0054] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.
[0055] In this invention, unless otherwise explicitly specified and limited, the terms "assembly," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.
[0056] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.
[0057] Example 1 Figures 1 to 11 This invention illustrates an embodiment of the rock drilling and blasting excavation method for inverted arches and deep-buried water ditches according to the present invention. The method includes the following steps: S1. After the trestle bridge 1 is in place, the rock drilling mechanism 2 at the front end of the trestle bridge 1 will drill through all the blast holes 3 on the face of the inverted arch, as detailed below. Figure 1 and Figure 2 As shown; S2, rock drilling mechanism 2 retreats, blast holes 3 in the central area of the inverted arch face are loaded with explosives and then detonated. The blasting debris is dumped to both sides of the bench. (Specific details are as follows...) Figures 3 to 6 As shown; S3, the rock drilling mechanism 2 drills the blast holes 3 in the deep-buried ditch area through the central area of the inverted arch face. Specifically, as follows... Figure 7 As shown; S4. The rock drilling mechanism 2 retreats, and the blast holes 3 in the areas on both sides of the inverted arch face and the deeply buried water ditch area are loaded with explosives and then blasted. The blasting debris is dumped to both sides of the bench. (Specific details are as follows...) Figures 8 to 10 As shown; S5. Install prefabricated drainage pipe 4, backfill the deep-buried ditch, and perform initial support work for the invert arch, specifically as follows: Figure 11 As shown, the installation of the precast drainage pipe 4 and the backfilling of the deep-buried water ditch specifically include the following steps: pouring a concrete base layer 41, installing the precast drainage pipe 4, pouring a concrete filling layer 42 and filling a cleaned gravel layer 43. Preferably, the concrete base layer 41 and the concrete filling layer 42 can be made of C35 concrete.
[0058] The rock drilling and blasting excavation method for the invert arch and deep-buried trench in this embodiment involves installing the rock drilling mechanism 2 at the front end of the trestle bridge 1. Compared with traditional manual hand-held drilling operations and the construction of temporary scaffolding platforms, this method offers better safety and can be transported synchronously with the trestle bridge 1, resulting in high transportation efficiency. Compared with traditional operations using large rock drilling rigs, it significantly reduces blind spots and flexibility limitations, and eliminates the need for repetitive work, thus accelerating the construction progress. Compared with the traditional step-by-step construction process for the invert arch and deep-buried trench, the blasting debris generated by this method can be cleared in one go, avoiding repeated debris handling and thus significantly improving construction efficiency.
[0059] Furthermore, during the blasting operation, the central area of the invert arch is blasted first. Then, the drilling of blast holes 3 in the deep-buried water ditch area is carried out in the central area of the invert arch after the blasting is completed. Next, the areas on both sides of the invert arch and the deep-buried water ditch are blasted together. Finally, the installation and backfilling of the prefabricated drainage pipe 4 and the initial support of the invert arch are carried out. This realizes that the deep-buried water ditch and the invert arch are excavated in the same area, and the deep-buried water ditch and the areas on both sides of the invert arch are excavated simultaneously. This can significantly shorten the time interval between the excavation of the invert arch and the initial support of the invert arch, and effectively reduce the safety risks caused by the long exposure time of the invert arch excavation face when the surrounding rock conditions of the tunnel are poor. In other words, the construction method of this embodiment is suitable for tunnels with poor surrounding rock conditions.
[0060] See details Figure 7 In this embodiment, in S3, since it is necessary to drill the blast holes 3 in the deep-buried ditch area through the central area of the inverted arch face, the blast holes 3 in the deep-buried ditch area are vertical blast holes, that is, the blast holes are drilled from top to bottom, which is convenient for construction.
[0061] Furthermore, in this embodiment, In S1, the telescopic front abutment 11 of trestle 1 extends and overlaps on the front inverted arch steps, specifically as follows: Figure 1 As shown, vehicles can pass normally at this time to avoid affecting other construction in the tunnel. At the same time, the three 12-meter construction sections under the main bridge of trestle 1 can be used for the binding and pouring of the invert arch reinforcement, the pouring of the filling layer and the curing of the filling layer concrete, which is conducive to ensuring the overall construction efficiency of the tunnel. In S2, before the blast of the blast hole 3 in the central area of the inverted arch face, the telescopic front bridge 11 retracts. Specifically, as follows... Figure 4 As shown, this is to prevent damage to the telescopic front axle 11 caused by explosion; In S4, the telescopic front axle 11 extends again and overlaps on the front invert step, facilitating normal vehicle passage from the trestle 1. Before blasting in the areas on both sides of the invert face and the deeply buried ditch area, the telescopic front axle 11 retracts to avoid damage to the telescopic front axle 11 caused by the blasting. Specifically, as follows... Figure 8 and Figure 9 As shown.
[0062] Furthermore, in this embodiment, In S2 and S4, after the rock drilling mechanism 2 retracts, the protective cover 21 moves to the front of the rock drilling mechanism 2 for protection (for example, by flipping, lifting, or other means). See [link to relevant documentation]. Figure 3 The protective cover 21 can provide protection for the rock drilling mechanism 2, preventing damage to the rock drilling mechanism 2 caused by blasting.
[0063] Example 2 Figures 12 to 26 This paper illustrates another embodiment of the construction method for inverted arch and deep-buried water ditch rock drilling and blasting excavation of the present invention, which has the same inventive concept as Embodiment 1, but differs in that: The construction method for excavating and drilling rock and blasting for the inverted arch and deep-buried water trench in this embodiment includes the following steps: After S1 and trestle bridge 1 are in place, the rock drilling mechanism 2 at the front of trestle bridge 1 will drill the blast holes 3 on both sides of the inverted arch face. Specifically... Figure 12 and Figure 13 As shown; S2, the rock drilling mechanism 2 drills the blast holes 3 in the central area of the deep-buried ditch face. The deep-buried ditch face is located in front of the invert arch face, and the reserved section 5 of the deep-buried ditch is located behind the deep-buried ditch face, as detailed below. Figure 14 and Figure 15 As shown; S3. The rock drilling mechanism 2 retracts, and the prefabricated drainage pipe 4 is installed in the reserved section 5 of the deep-buried water ditch, and the deep-buried water ditch is backfilled, as detailed below. Figure 16 As shown; S4. Charge explosives are placed in the blast holes 3 on both sides of the invert face and then blasted. The resulting debris is dumped to both sides of the bench, and then the initial support work for the invert is carried out, as detailed below. Figures 17 to 21 As shown; S5. Charge explosives into borehole 3 in the central area of the deep-buried ditch face and then detonate. The resulting blast debris is dumped to both sides of the step, forming a new reserved section 5 for the deep-buried ditch, as detailed below. Figures 22 to 26 As shown.
[0064] In this embodiment, the excavation face of the central area of the invert arch and the excavation face of the deep-buried water ditch belong to the same working face, and are ahead of the excavation faces on both sides of the invert arch. Before the blasting operation, the installation and backfilling of the prefabricated water pipe 4 must be completed within the reserved section 5 of the deep-buried water ditch. Subsequently, the blasting operations of the areas on both sides of the invert arch, the initial support of the invert arch, and the blasting operations of the central area of the invert arch and the deep-buried water ditch are carried out in sequence. In order to realize the longitudinal blasting of the deep-buried water ditch (i.e., blasting along the front and rear direction), this construction method requires that a certain length of the deep-buried water ditch section be reserved without backfilling, and the invert arch rock layer on both sides be preserved. In addition, the initial support can be implemented in time after the excavation of the two invert arches is completed, which has a positive effect on the stability control when the surrounding rock conditions of the tunnel are generally good. In other words, the construction method of this embodiment is suitable for working conditions with generally good surrounding rock conditions. In addition, compared with the traditional vertical blasting technology for deep-buried water ditches, this embodiment adopts longitudinal blasting, which can effectively improve the accuracy of the blasting profile of the deep-buried water ditch.
[0065] Furthermore, in this embodiment, In S1, the telescopic front abutment 11 of trestle 1 extends and overlaps on the front inverted arch steps, specifically as follows: Figure 12 As shown, vehicles can pass normally at this time, avoiding affecting other construction work inside the tunnel. Meanwhile, the three construction areas under the main bridge of trestle 1, from front to back, can respectively carry out the reinforcement binding and pouring of the invert arch layer, the pouring of the filling layer, and the curing of the filling layer concrete, which helps ensure the overall construction efficiency of the tunnel; in S3, the prefabricated drainage pipe 4 is installed before the telescopic front axle 11 is moved back, specifically as follows... Figure 16 As shown, this is to avoid hindering the installation of the prefabricated drainage pipe 4; In S4, the telescopic front axle 11 extends again and overlaps on the front invert arch step, facilitating normal vehicle passage on the trestle bridge 1. Before blasting the blast holes 3 on both sides of the invert arch face, the telescopic front axle 11 retracts to avoid damage to the telescopic front axle 11 caused by the blast. Specifically, as follows... Figure 17 and Figure 18 As shown.
[0066] Furthermore, in this embodiment, In S3, after the rock drilling mechanism 2 retracts, the protective cover 21 moves to the front of the rock drilling mechanism 2 for protection (for example, by flipping, lifting, or horizontally extending / retracting). See [link to relevant documentation]. Figure 16 and Figure 17 The protective cover 21 can provide protection for the rock drilling mechanism 2, preventing damage to the rock drilling mechanism 2 caused by blasting.
[0067] Example 3 Figures 27 to 34 This paper illustrates another embodiment of the construction method for rock drilling and blasting excavation of the inverted arch and deep-buried water ditch of the present invention, which has the same inventive concept as Embodiment 1 and Embodiment 2, but differs in that: The construction method for excavating and drilling rock and blasting for the inverted arch and deep-buried water trench in this embodiment includes the following steps: After S1 and trestle bridge 1 are in place, the rock drilling mechanism 2 at the front of trestle bridge 1 will drill the inverted arch and the blast holes 3 at the face of the deep-buried ditch. Specifically, as follows... Figure 27 and Figure 28 As shown; S2, the rock drilling mechanism 2 retreats, the blast holes 3 on the face of the invert arch and the deep-buried water ditch are loaded with explosives and then blasted. The blasting debris is dumped to both sides of the bench, as detailed below. Figures 29 to 32 As shown; S3. Install prefabricated drainage pipe 4, backfill the deep-buried ditch, and perform initial support work for the invert arch, specifically as follows: Figure 33 and Figure 34 As shown.
[0068] In this embodiment, the excavation face of the invert arch and the excavation face of the deep-buried water ditch belong to the same working face. During the blasting operation, the invert arch and the deep-buried water ditch are blasted simultaneously and excavated as a whole. Subsequently, the prefabricated water pipe 4 is installed, backfilling is carried out, and the initial support of the invert arch is carried out in sequence. In order to realize the longitudinal blasting of the deep-buried water ditch, this construction method requires continuously reserving a certain length of the deep-buried water ditch section to postpone backfilling and retaining a corresponding length of the invert arch initial support delayed construction section. This design can realize the one-time excavation and formation of the invert arch and the deep-buried water ditch when the surrounding rock conditions of the tunnel are good, which significantly improves the construction efficiency. In other words, the construction method of this embodiment is suitable for tunnels with good surrounding rock conditions. In addition, compared with the traditional vertical blasting technology for deep-buried water ditch, this embodiment uses longitudinal blasting, which can effectively improve the accuracy of the blasting and forming contour of the deep-buried water ditch.
[0069] Furthermore, in this embodiment, In S1, the telescopic front abutment 11 of trestle 1 extends and overlaps on the front inverted arch steps, specifically as follows: Figure 27 As shown, vehicles can pass normally at this time, avoiding affecting other construction in the tunnel. At the same time, the three construction areas under the main bridge of trestle 1 from front to back can carry out the invert arch reinforcement binding and pouring, the filling layer pouring and the filling layer concrete curing respectively, which is conducive to ensuring the overall construction efficiency of the tunnel. In S2, the blasting of the blast hole 3 at the invert arch and the face of the deep-buried ditch involves the retraction of the telescopic bridge 11 before blasting. Specifically, as follows... Figure 30 As shown, this is to prevent damage to the telescopic front axle 11 caused by explosion.
[0070] Furthermore, in this embodiment, In S2, after the rock drilling mechanism 2 retracts, the protective cover 21 moves to the front of the rock drilling mechanism 2 for protection (for example, by flipping, lifting, or other means). See [link to relevant documentation]. Figure 29 The protective cover 21 can provide protection for the rock drilling mechanism 2, preventing damage to the rock drilling mechanism 2 caused by blasting.
[0071] While the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the invention. Any person skilled in the art can make many possible variations and modifications to the technical solutions of the present invention, or modify them into equivalent embodiments, without departing from the scope of the present invention. Therefore, any simple modifications, equivalent changes, and modifications made to the above embodiments based on the technical essence of the present invention, without departing from the scope of the present invention, should fall within the protection scope of the present invention.
Claims
1. A method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches, characterized in that: Includes the following steps: S1. After the trestle (1) is in place, the rock drilling mechanism (2) at the front end of the trestle (1) drills all the blast holes (3) on the face of the inverted arch. S2. The rock drilling mechanism (2) retreats, and the blast holes (3) in the center area of the arch face are loaded with explosives and then blasted. The blasted debris is dumped to both sides of the step. S3, The rock drilling mechanism (2) drills the blast holes (3) in the deep-buried water ditch area through the central area of the inverted arch face; S4. The rock drilling mechanism (2) retreats, and the blast holes (3) in the areas on both sides of the arch face and the deep-buried water ditch area are loaded with explosives and then blasted. The blasted slag is turned over to both sides of the step. S5. Install the prefabricated drainage pipe (4), backfill the deep-buried water ditch and perform the initial support work of the invert arch.
2. The method for excavating and drilling rock and blasting for the inverted arch and deep-buried water ditch according to claim 1, characterized in that: In S3, the blast holes (3) in the deep-buried ditch area are vertical blast holes.
3. The method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches according to claim 1, characterized in that: In S1, the telescopic front bridge (11) of the trestle bridge (1) extends and overlaps on the front inverted arch steps. In S2, the blast hole (3) in the central area of the inverted arch face retracts before the telescopic bridge (11) moves backward; In S4, the telescopic front bridge (11) extends again and overlaps on the front arch step. Before the blasting of the blast holes (3) in the areas on both sides of the arch face and the deep-buried ditch area, the telescopic front bridge (11) retreats.
4. The construction method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches according to any one of claims 1 to 3, characterized in that: In S2 and S4, after the rock drilling mechanism (2) moves backward, the protective cover (21) moves to the front of the rock drilling mechanism (2) for protection.
5. A method for excavating and drilling rock and blasting for inverted arches and deep-buried water trenches, characterized in that: Includes the following steps: S1. After the trestle (1) is in place, the rock drilling mechanism (2) at the front end of the trestle (1) drills the blast holes (3) on both sides of the inverted arch face. S2. The rock drilling mechanism (2) drills the blast holes (3) in the central area of the deep-buried ditch face. The deep-buried ditch face is located in front of the inverted arch face, and the deep-buried ditch reserved section (5) is behind the deep-buried ditch face. S3. The rock drilling mechanism (2) retreats, and the prefabricated drainage pipe (4) is installed and the deep-buried water ditch is backfilled in the reserved section (5). S4. The blast holes (3) on both sides of the invert face are charged and then blasted. The blasted debris is dumped to both sides of the step, and then the initial support operation of the invert is carried out. S5. The blast holes (3) in the central area of the deep-buried ditch face are loaded with explosives and then blasted. The blasted slag is turned over to both sides of the step, which can form a new deep-buried ditch reserved section (5).
6. The method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches according to claim 5, characterized in that: In S1, the telescopic front bridge (11) of the trestle (1) extends and overlaps on the front arch step. In S3, the telescopic front bridge (11) moves back before the prefabricated drainage pipe (4) is installed. In S4, the telescopic front bridge (11) extends again and overlaps on the front arch step. Before the blasting of the blast holes (3) on both sides of the arch face, the telescopic front bridge (11) retreats.
7. The method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches according to claim 5 or 6, characterized in that: In S3, after the rock drilling mechanism (2) moves backward, the protective cover (21) moves to the front of the rock drilling mechanism (2) for protection.
8. A method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches, characterized in that: Includes the following steps: S1. After the trestle (1) is in place, the rock drilling mechanism (2) at the front end of the trestle (1) drills the inverted arch and the blast hole (3) of the deep-buried ditch face. S2, the rock drilling mechanism (2) retreats, the blast holes (3) of the inverted arch and the deep-buried water ditch face are loaded with explosives and then blasted, and the blasted slag is turned over to both sides of the step; S3. Install the prefabricated drainage pipe (4), backfill the deep-buried water ditch and perform the initial support work of the invert arch.
9. The method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches according to claim 8, characterized in that: In S1, the telescopic front bridge (11) of the trestle bridge (1) extends and overlaps on the front inverted arch steps. In S2, the blast holes (3) of the inverted arch and the deep-buried ditch face are blasted before the telescopic bridge (11) retracts.
10. The method for excavating and drilling rock and blasting for inverted arches and deep-buried water ditches according to claim 8 or 9, characterized in that: In S2, after the rock drilling mechanism (2) moves backward, the protective cover (21) moves to the front of the rock drilling mechanism (2) for protection.