Spiral slotting structure for large-section tunneling
Through the design of the spiral groove-excavation structure, the problem of blasting ruler and low efficiency of hard rock layers in large-section tunnel excavation is solved, achieving more efficient rock crushing and cleaning effects, and improving project progress.
Patent Information
- Application Number
- CN202421682435.4
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-07-16
- Publication Date
- 2025-07-08
- Estimated Expiration
- 2034-07-16
AI Technical Summary
In large-section tunnel excavation projects, how to achieve large blasting footprints and facilitate the later cleaning of stones and improve excavation speed, especially in hard rock structures, the existing straight-eye groove excavation method has the problem of low efficiency.
A spiral groove-excavation structure is adopted, including three hollow holes and eight groove-excavation holes. The hole positions are arranged in a spiral shape. By gradually forming a hollow surface, the explosion order and drug dosage design of the central hole and surrounding groove-excavation holes are gradually expanded to form a uniform rock crushing effect.
It improves the uniformity of blasting ruler and rock crushing, reduces the clamping effect of rocks, facilitates the later cleaning of stones, and improves excavation efficiency and safety.
Smart Images
Figure CN223075541U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the technical field of blasting excavation, in particular to a spiral cut structure for large-section tunnel tunneling. Background Technique
[0002] In today's large-section tunnel tunneling projects, the drill-and-blast method is the most common operation method at present. When carrying out engineering operations by the drill-and-blast method, in the face of different rock formations, the reasonable setting of the cut method and the scientific design of blasting parameters are the main factors determining the safety, quality and efficiency of the implementation of large-section tunnel tunneling projects. In the operation, the hard rock formation is relatively stable and the one-time blasting effect is better. In order to improve the project progress and save blasting explosives, the full-section one-time blasting method is generally adopted.
[0003] For the cut blasting of hard rock, the straight-hole cut method is usually used. The straight-hole cut is composed of several blast holes perpendicular to the excavation face. The cut depth is not limited by the hardness of the surrounding rock and the size of the excavation section, and it can realize the simultaneous operation of multiple drilling rigs, deep-hole blasting and drilling mechanization, providing favorable conditions for improving the tunneling speed.
[0004] However, how to achieve a larger blasting footage, and facilitate the later cleaning of stones and increase the excavation speed is an urgent problem to be solved. Content of the Utility Model
[0005] In view of the technical problems existing in the blasting cut in the prior art, the first aspect of the utility model provides a spiral cut structure for large-section tunnel tunneling, including three empty holes and eight cut holes, and each of the empty holes and cut holes is perpendicular to the excavation rock face;
[0006] Among them, the first empty hole is located at the center position of the area to be excavated;
[0007] The first cut hole, the second cut hole, the third cut hole and the fourth cut hole are respectively located on the left, lower, right and upper sides of the first empty hole, and the distance from the first empty hole gradually increases. Two fifth cut holes are located on the symmetric two sides above the fourth cut hole, two sixth cut holes are located on the symmetric two sides below the second cut hole, the two fifth cut holes and the two sixth cut holes are respectively located at the four corners of a rectangle, and the first empty hole is located at the center of the rectangle;
[0008] The second empty hole is located between the first cut hole and the second cut hole, and the third empty hole is located between the second cut hole and the third cut hole.
[0009] Preferably, the distance between the two fifth cut holes is 80 cm, the distance between the two sixth cut holes is 80 cm, and the distance between the fifth cut hole and the sixth cut hole is 80 cm.
[0010] Preferably, the hole distance between the first cut hole and the first relief hole is 15 cm, the hole distance between the second cut hole and the first relief hole is 20 cm, the hole distance between the third cut hole and the first relief hole is 25 cm, and the hole distance between the fourth cut hole and the first relief hole is 30 cm.
[0011] Preferably, the second relief hole is arranged outside the connection line of the first cut hole and the second cut hole, and the third relief hole is arranged outside the connection line of the second cut hole and the third cut hole.
[0012] Preferably, the charging coefficient of the cut holes is 0.90.
[0013] Preferably, the blasting sequence of the cut holes is from the first cut hole, the second cut hole, the third cut hole, the fourth cut hole, the fifth cut hole to the sixth cut hole.
[0014] Preferably, the hole depth of the relief holes is 500 cm or 520 - 530 cm, and the hole depth of the first cut hole, the second cut hole, the third cut hole, the fourth cut hole, the fifth cut hole and the sixth cut hole is 500 cm.
[0015] Preferably, 300 - 500 g of ejection charge structure is filled at the bottom of the relief holes, and there is a stemming structure in front of the ejection charge structure.
[0016] Compared with the prior art, the advantages of the present utility model are as follows:
[0017] For the excavation of large-section hard rock tunnels, due to the firm surrounding rock geology and small deformation, the cut structure proposed in this application adopts a spiral cut method from the inside to the outside. Especially for the arrangement of the center hole, corresponding relief holes are set for the first three cut holes, which is beneficial to form a free face at the initial stage of blasting, reduce the clamping effect of the rock, gradually form a free face from the center to the outside, make the outer cut holes form a good blasting cut effect, and the rock blasting is uniform, which is conducive to the later cleaning of the rock blocks. BRIEF DESCRIPTION OF THE DRAWINGS
[0018] The drawings are not intended to be drawn to scale. In the drawings, each identical or approximately identical component shown in each figure may be represented by the same reference numeral. For clarity, not every component is labeled in each figure. Now, embodiments of various aspects of the present utility model will be described by way of example and with reference to the drawings, wherein:
[0019] Figure 1 is a schematic diagram of the spiral cut structure for large-section tunnel tunneling shown in the present utility model;
[0020] Figure 2 is a cross-sectional view of the spiral cut structure for large-section tunnel tunneling shown in the present utility model; DETAILED DESCRIPTION OF THE EMBODIMENTS
[0021] To better understand the technical content of the present utility model, specific embodiments are provided below in conjunction with the accompanying drawings for illustration.
[0022] As Figure 1 shown, a spiral cut structure for large-section tunnel excavation according to the first aspect of the present utility model includes three empty holes and eight cut holes, and each of the empty holes and cut holes is perpendicular to the excavated rock face.
[0023] In this way, the cut holes are all arranged perpendicular to the working face, which is conducive to the simultaneous operation of multiple drilling rigs and mechanized operation.
[0024] The first empty hole 11 is located at the center position of the area to be excavated. The first cut hole 1, the second cut hole 2, the third cut hole 3, and the fourth cut hole 4 are respectively located on the left, lower, right, and upper sides of the first empty hole 11, and the distances from the first empty hole 11 gradually increase. Two fifth cut holes 5 are located on the symmetric two sides above the fourth cut hole 4, two sixth cut holes 6 are located on the symmetric two sides below the second cut hole 2. The two fifth cut holes 5 and the two sixth cut holes 6 are respectively located at the four corners of a rectangle, and the first empty hole 11 is located at the center of the rectangle.
[0025] In an optional embodiment, the distance between the two fifth cut holes 5 is 80 cm, the distance between the two sixth cut holes 6 is 80 cm, and the distance between the fifth cut hole 5 and the sixth cut hole 6 is 80 cm. The hole distance between the first cut hole 1 and the first empty hole 11 is 15 cm, the hole distance between the second cut hole 2 and the first empty hole 11 is 20 cm, the hole distance between the third cut hole 3 and the first empty hole 11 is 25 cm, and the hole distance between the fourth cut hole 4 and the first empty hole 11 is 30 cm.
[0026] In this way, since the cut holes are parallel to each other, the minimum resistance lines from the hole mouth to the hole bottom are all the same size, which is beneficial to the uniform fragmentation of the rock and obtaining a deeper blasting advance. Through the design of the cut holes that gradually move away from the first empty hole 11, the blasting of the previous cut hole can be used to provide and expand the area of the free face for the next cut hole.
[0027] Among them, the charging coefficient of the cut holes is 0.90, and each includes a charging structure 102 and a stemming structure 101. The blasting sequence of the cut holes is the first cut hole 1, the second cut hole 2, the third cut hole 3, the fourth cut hole 4, the fifth cut hole 5 to the sixth cut hole 6.
[0028] Thus, during cut blasting, the first cut hole 1 blasts first, and the first relief hole 11 provides a created free face. To improve the excavation effect, the distance between the first cut hole 1 and the first relief hole 11 is the closest, and the distances of the remaining cut holes from the first relief hole 11 gradually increase. When the first cut hole 1 blasts, a larger free face is formed. At this time, the rock resistance line during the blasting of the subsequent cut holes is reduced, and a better blasting excavation effect can be achieved.
[0029] It can be understood that in this blasting cut method, the blasting effect of the first few cut holes determines whether the subsequent cut holes can effectively form an excavation surface. Therefore, to improve the blasting excavation effect of the first few cut holes, a second relief hole 12 and a third relief hole 13 are set. The second relief hole 12 is located between the first cut hole 1 and the second cut hole 2, and the third relief hole 13 is located between the second cut hole 2 and the third cut hole 3.
[0030] Preferably, the second relief hole 12 is set outside the connection line of the first cut hole 1 and the second cut hole 2, and the third relief hole 13 is set outside the connection line of the second cut hole 2 and the third cut hole 3.
[0031] Thus, when the first cut hole 1 and the second cut hole 2 blast, a larger space can be extended outwards (lower left), and when the second cut hole 2 and the third cut hole 3 blast, a larger space can be extended outwards (lower right), increasing the entire lower free face. When the fourth cut hole 4, the fifth cut hole 5 to the sixth cut hole 6 blast, while achieving a better excavation depth and fragmentation effect, the blasted ore and rock fragments are uniform in size, and the muck pile is concentrated near the working face, which is beneficial for rock loading and shortens the time interval for the next cut.
[0032] In an alternative embodiment, the depth of the relief hole is 500 cm or 520 - 530 cm, and the depths of the first cut hole 1, the second cut hole 2, the third cut hole 3, the fourth cut hole 4, the fifth cut hole 5, and the sixth cut hole 6 are 500 cm.
[0033] Among them, the diameter of the relief hole is 90 - 140 mm, and the diameter of the cut hole is 90 mm.
[0034] Preferably, 300 - 500 g of ejection charge structure is filled at the bottom of the relief hole, and there is a stemming structure in front of the ejection charge structure.
[0035] By increasing the depth of the center hole and filling the bottom of the hole with throwing charge, the volume of the cut cavity is gradually expanded, increasing the volume of the free face and the compensation space. The explosion of the ejection charge structure at the bottom of the relief hole can push the blasted rock debris out of the cut cavity.
[0036] Combined with the above embodiments, for the excavation of large-section hard rock tunnels, due to the firm surrounding rock geology and small deformation, the cut structure proposed in this application adopts a spiral cut method from the inside out. Especially for the arrangement of the center hole, corresponding relief holes are set for the first three cut holes, which is beneficial to form a free face at the initial stage of blasting, reduce the clamping effect of the rock, gradually form a free face from the center outwards, enable the outer cut holes to form a good blasting cut effect, and the rock blasting is uniform, which is conducive to the later cleaning of the stones.
[0037] Although the present utility model has been disclosed above with preferred embodiments, it is not intended to limit the present utility model. Those with ordinary knowledge in the technical field to which the present utility model pertains can make various modifications and refinements without departing from the spirit and scope of the present utility model. Therefore, the protection scope of the present utility model shall be subject to what is defined by the claims.
Claims
1. A spiral cut structure for large-section tunnel excavation, characterized in that, It includes three empty holes and eight cut holes, and each of the empty holes and cut holes is perpendicular to the excavated rock face; Among them, the first empty hole (11) is located at the center of the area to be excavated; The first cut hole (1), the second cut hole (2), the third cut hole (3) and the fourth cut hole (4) are respectively located on the left, lower, right and upper sides of the first empty hole (11), and the distance from the first empty hole (11) gradually increases. Two fifth cut holes (5) are located on the symmetric two sides above the fourth cut hole (4), and two sixth cut holes (6) are located on the symmetric two sides below the second cut hole (2). The two fifth cut holes (5) and the two sixth cut holes (6) are respectively located at the four corners of a rectangle, and the first empty hole (11) is located at the center of the rectangle; The second empty hole (12) is located between the first cut hole (1) and the second cut hole (2), and the third empty hole (13) is located between the second cut hole (2) and the third cut hole (3).
2. The spiral cut structure for large-section tunnel boring according to claim 1, characterized in that, The distance between the two fifth cut holes (5) is 80 cm, the distance between the two sixth cut holes (6) is 80 cm, and the distance between the fifth cut hole (5) and the sixth cut hole (6) is 80 cm.
3. The spiral cut structure for large-section tunnel excavation according to claim 1, characterized in that The hole distance between the first cut hole (1) and the first empty hole (11) is 15 cm, the hole distance between the second cut hole (2) and the first empty hole (11) is 20 cm, the hole distance between the third cut hole (3) and the first empty hole (11) is 25 cm, and the hole distance between the fourth cut hole (4) and the first empty hole (11) is 30 cm.
4. The spiral cut structure for large-section tunnel excavation according to claim 1, characterized in that, The second empty hole (12) is arranged outside the connection line of the first cut hole (1) and the second cut hole (2), and the third empty hole (13) is arranged outside the connection line of the second cut hole (2) and the third cut hole (3).
5. The spiral cut structure for large-section tunnel boring according to claim 1, characterized in that, The charge coefficient of the cut holes is 0.
90.
6. The spiral cut structure for large-section tunnel excavation according to claim 1, characterized in that, The blasting sequence of the cut holes is the first cut hole (1), the second cut hole (2), the third cut hole (3), the fourth cut hole (4), the fifth cut hole (5) to the sixth cut hole (6).
7. The spiral cut structure for large-section tunnel boring according to claim 1, characterized in that The hole depth of the empty holes is 500 cm or 520 - 530 cm, and the hole depth of the first cut hole (1), the second cut hole (2), the third cut hole (3), the fourth cut hole (4), the fifth cut hole (5) and the sixth cut hole (6) is 500 cm.
8. The spiral cut structure for large-section tunnel excavation according to claim 1, characterized in that, 300 - 500 g of ejection charge structure is filled at the bottom of the empty holes, and there is a stuffing structure in front of the ejection charge structure.