CN110006300B - Blasting excavation method for soft rock and large-inclination-angle tunnel anchor digital detonator - Google Patents
Blasting excavation method for soft rock and large-inclination-angle tunnel anchor digital detonator Download PDFInfo
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- CN110006300B CN110006300B CN201910341852.XA CN201910341852A CN110006300B CN 110006300 B CN110006300 B CN 110006300B CN 201910341852 A CN201910341852 A CN 201910341852A CN 110006300 B CN110006300 B CN 110006300B
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
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- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The invention is suitable for the field of tunnel anchor excavation construction, and provides a digital detonator blasting excavation method for a soft rock and large-dip tunnel anchor. Therefore, the invention has the obvious advantages of small vibration rate, reduction of disturbance to surrounding rocks, effective improvement of blasting effect, guarantee of safety of tunnel anchor construction and later operation, and reduction of influence on surrounding buildings.
Description
Technical Field
The invention belongs to the field of tunnel anchor excavation construction, and particularly relates to a method for blasting excavation of a soft rock tunnel anchor digital detonator with a large inclination angle.
Background
Along with the successive construction of traffic infrastructure, the suspension bridge can well utilize the performance of materials and the high span ratio effect of stiffening beams, has the characteristics of material saving, light dead weight, high capability of coping with complex terrain and geological conditions and the like, has gradually prominent advantages in bridges of various systems, and is favored by more and more builders. The conventional suspension bridge anchorage forms are mainly divided into a gravity anchor and a tunnel anchor, and the tunnel anchor has the advantages of low manufacturing cost, environmental friendliness and the like and is accepted by people. The drilling and blasting method is adopted for excavating most of domestic tunnel anchors, the drilling and blasting method is wide in applicable geological conditions, simple in equipment and low in cost, and adverse consequences such as poor quality of an excavation surface, large disturbance of surrounding rocks, large influence on surrounding environment and the like are easily caused for tunnel anchors of soft rocks, large inclination angles and adjacent building structures due to improper control of the blasting method.
Disclosure of Invention
In view of the above problems, the invention aims to provide a method for blasting excavation of a soft rock and large inclination angle tunnel anchor digital detonator, aiming at solving the technical problems of poor quality, large disturbance and large environmental impact of the existing drilling and blasting method.
The invention adopts the following technical scheme:
the blasting excavation method of the soft rock and large inclination angle tunnel anchor digital detonator comprises the following steps:
step S1, determining an excavation region and an excavation boundary according to the tunnel anchor center line and the excavation contour line lofting, wherein the tunnel anchor tunneling is carried out in a circulating blasting mode;
step S2, dividing the excavation region into an upper step region, a middle step region and a lower step region according to the size of the section of the tunnel anchor;
s3, arranging blast holes in the upper step area and blasting, installing arch section steel supports in time after slag removal, drilling foot locking anchor rods and system anchor rods, hanging nets and spraying concrete, and then continuously arranging the blast holes and blasting until the footage of the upper step area reaches a set value;
s4, arranging blast holes on the exposed free face of the middle step area and blasting, installing a side wall steel support in time after slag removal, setting a foot locking anchor rod and a system anchor rod, hanging a net and spraying concrete, and then continuously arranging the blast holes and blasting until the footage of the middle step area reaches a set value;
s5, arranging blast holes on the exposed free surface of the lower step area, blasting, installing a bottom plate section steel support in time after slag removal, setting a foot locking anchor rod and a system anchor rod, hanging a net and spraying bottom plate concrete to form a closed structure, and then continuously arranging the blast holes and blasting until the footage of the lower step area reaches a set value;
and S6, repeating the steps S3-S5 in sequence until the three step areas reach the design mileage, and finishing blasting excavation.
Further, the blasting holes are arranged and drilled by an air-leg rock drill.
Further, in the steps S3-S5, a conduit is used for advance support before the tunnel anchor is arranged in a blast hole and blasted, the circumferential distance of arch parts is 0.8m, the circumferential distance of side walls is 1.0m, and the hole diameter is 42 mm.
Further, in the steps S3-S5, the advancing depth of each blasting excavation of the upper step area, the middle step area and the lower step area is controlled to be 1.2m, and the set value is 6.0 m.
Furthermore, the types of the blast holes arranged in the upper step area comprise cut holes, auxiliary holes, peripheral holes, bottom plate holes and empty holes, wherein the auxiliary holes are divided into outer auxiliary holes, first inner auxiliary holes and second inner auxiliary holes;
wherein the peripheral holes are arranged in a semicircular arc shape along the excavation boundary, the hole depth is 1.8m, and the hole distance is 0.5 m;
the outer auxiliary holes are positioned on the inner sides of the peripheral holes, are arranged in a semi-circular arc shape with three layers, the hole depth is 0.85m, and the layer spacing of the adjacent outer auxiliary holes is 0.75 m; wherein the interlayer distance between the outermost auxiliary hole and the peripheral hole is 0.6 m;
the auxiliary hole is located inlayer outer auxiliary hole inboard and arranges along vertical center pin position, auxiliary hole all is located inlayer outer auxiliary hole inboard in cut hole, first interior auxiliary hole and the second, and is located in proper order the auxiliary hole both sides are from middle to bilateral symmetry arrangement, cut hole, first interior auxiliary hole vertical arrangement, the auxiliary hole is the splayed and arranges in the second, the bottom plate hole is located bottommost and horizontal arrangement two rows, cut hole depth 1.5-2.0m, upper and lower row spacing 0.6m, bottom plate hole depth 1.6-1.8m, the hole is totally 2, and the hole depth 1.6 m.
Further, the blasting in steps S3-S5 is controlled by an initiation control system, the explosive in the blasting holes is emulsified explosive with the diameter of 32mm, the holes are not filled with explosive, the holes at the periphery are filled with air at intervals, other holes are in a compact charging structure, the detonator is a high-precision digital detonator, and the specific blasting control process is as follows:
scanning and collecting identity information of the detonator by using the detonator, and recording the corresponding serial number of the detonator;
checking the charge amount of each kind of blast holes, grouping the blast holes according to a blasting design drawing during charge, numbering according to the leg lines of the detonators, and manufacturing blast hole plugging mud strips by using stemming;
connecting the detonators to the main line of the explosion area in a parallel connection mode, and setting the initiation delay time of each group of the blast holes so as to realize hole-by-hole initiation when each group of the blast holes are exploded;
detecting whether all detonators are connected to a main line of an explosion area or not, and timely checking possible short circuit and open circuit problems;
a laser scanning ranging imager is arranged at a safe distance position right in front of the upper step area;
connecting a main line of the blasting area to a blasting bus, and connecting the blasting bus and an initiator;
inputting a detonation dynamic password on the detonator, detonating according to groups, after each group of detonations is finished, carrying out imaging scanning on the upper step area by the laser scanning ranging imager to obtain a blasting image, calculating the gravity center of the depressed area in the blasting image, and selecting one blast hole closest to the gravity center as the next group.
Further, for each group, if the number of the blast holes in the current group is an odd number, the distance between the center of the blast hole in the middle and the center of gravity of the depressed area is the distance between the current group and the center of gravity of the depressed area, and if the number of the blast holes in the current group is an even number, the distance between the center of the two blast holes in the middle and the center of gravity of the depressed area is the distance between the current group and the center of gravity of the depressed area.
Further, the blast holes arranged in the upper step area are grouped as follows:
the cut holes positioned on the left side of the empty holes are a first group;
the cut holes positioned on the right side of the empty holes are a second group;
the first inner auxiliary holes positioned on the left side of the empty holes are in a third group;
the first inner auxiliary hole positioned on the right side of the empty hole is a fourth group;
the second inner auxiliary holes positioned on the left side of the empty holes are a fifth group;
the second inner auxiliary holes positioned on the right side of the empty holes are a sixth group;
the bottom plate holes positioned on the left half part of the upper row form a seventh group;
the bottom plate holes positioned on the right half part of the upper row are an eighth group;
the bottom plate holes positioned at the left half part of the lower row are a ninth group;
the bottom plate holes positioned at the left half part of the lower row are a tenth group;
the outer auxiliary holes positioned at the left half part of the innermost layer are in a tenth group;
the outer auxiliary holes positioned on the right half part of the innermost layer are in a tenth group;
the outer auxiliary holes positioned on the left half part of the middle layer are a tenth group;
the outer auxiliary holes positioned on the right half part of the middle layer are in a fourteenth group;
the outer auxiliary holes positioned on the outermost layer are uniformly divided into four groups, namely a sixteenth group, a fifteenth group, a seventeenth group and an eighteenth group from left to right;
the peripheral holes are also uniformly divided into four groups, namely a twentieth group, a nineteenth group, a twentieth group and a twentieth group from left to right.
The invention has the beneficial effects that: after the tunnel anchor blasting excavation is carried out by the method, a smooth interface is formed on the excavation boundary, the blasting vibration is reduced, the influence on surrounding building structures is reduced, the micro-disturbance construction of the soft rock and the large-inclination tunnel anchor is realized, the integrity of surrounding rock is improved, the damage to the environment is reduced, and the integral stability and durability of the tunnel anchor are enhanced.
Drawings
Fig. 1 is a flowchart of a method for blasting excavation of a soft rock tunnel anchor digital detonator with a large inclination angle according to an embodiment of the invention;
FIG. 2 is a schematic view of a stepped excavation sequence;
FIG. 3 is a diagram of arrangement of blasting holes in an upper bench area;
FIG. 4 is a schematic diagram of a detonation network;
fig. 5 is a schematic diagram of a blast hole grouping.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
In order to explain the technical means of the present invention, the following description will be given by way of specific examples.
As shown in fig. 1, the method for blasting and excavating the soft rock and large inclination angle tunnel anchor digital detonator provided by the embodiment includes the following steps:
and step S1, determining an excavation area and an excavation boundary according to the tunnel anchor center line and the excavation contour line lofting, wherein the tunnel anchor tunneling is carried out in a circulating blasting mode. In the embodiment, the blasting circulation footage of the tunnel anchor tunneling is controlled to be 1.2m, namely 1.2m is tunneled by blasting each time.
And S2, dividing the excavation region into an upper step region, a middle step region and a lower step region according to the section size of the tunnel anchor. As shown in fig. 2, the excavation region is divided into three step regions, i.e., upper, middle, and lower step regions, which correspond to A, B, C, respectively.
And S3, arranging blast holes in the upper step area and blasting, installing arch section steel supports in time after slag removal, drilling foot locking anchor rods and system anchor rods, hanging nets and spraying concrete, and then continuously arranging the blast holes and blasting until the footage of the upper step area reaches a set value.
And S4, arranging blast holes on the exposed free face of the middle step area, blasting, installing a side wall steel support in time after slag removal, setting a foot locking anchor rod and a system anchor rod, hanging a net, spraying concrete, and continuously arranging the blast holes and blasting until the footage of the middle step area reaches a set value.
And S5, arranging blast holes on the exposed free surface of the lower step area, blasting, installing a bottom plate section steel support in time after slag removal, setting a foot locking anchor rod and a system anchor rod, hanging a net and spraying bottom plate concrete to form a closed structure, and then continuously arranging the blast holes and blasting until the footage of the lower step area reaches a set value.
Arranging blast holes, drilling holes by adopting an air-leg rock drill, performing advanced support on a guide pipe before arranging the blast holes on a tunnel anchor, wherein the annular distance between arch parts is 0.8m, the annular distance between side walls is 1.0m, and the aperture is phi 42 mm. Steps S3 to S5 are specific blasting control processes of the A, B, C area, and since each blasting and tunneling is 1.2 meters, after one blasting is performed in each area, the next blasting is continued until the requirement of a design value is met, in this embodiment, the set value is 6.0 meters, that is, 5 blasting operations are performed in one area. In the above steps, the blank free surface is a horizontal table surface formed after the previous distinct blasting, that is, a surface between the diagrams AB and a surface between the diagrams BC.
And S6, repeating the steps S3-S5 in sequence until the three step areas reach the design mileage, and finishing blasting excavation.
The blasting of the upper step area is the most core part of the tunnel anchor, and the blasting of arranging the blasting holes on the free face is simpler, and only the blasting holes are uniformly arranged on the free face. Therefore, the present embodiment focuses on the blasting process of the upper step area.
When the upper step is blasted, as shown in fig. 3, the arranged blasting holes are divided into cut holes, auxiliary holes, peripheral holes, bottom plate holes and empty holes, and the auxiliary holes are divided into outer auxiliary holes, first inner auxiliary holes and second inner auxiliary holes. Before drilling, according to blasting design parameters, red paint is used for marking on the face of a to-be-blasted tunnel according to the blast hole intervals of peripheral holes, auxiliary holes, cut holes, bottom plate holes and the like, so that a driller can conveniently control the blast hole intervals. Wherein the peripheral holes are arranged in a semicircular arc shape along the excavation boundary, the hole depth is 1.8m, and the hole distance is 0.5 m; the outer auxiliary holes are positioned on the inner sides of the peripheral holes, are arranged in a semi-circular arc shape with three layers, the hole depth is 0.85m, and the layer spacing of the adjacent outer auxiliary holes is 0.75 m; wherein the interlayer distance between the outermost auxiliary hole and the peripheral hole is 0.6 m; the auxiliary hole is located inlayer outer auxiliary hole inboard and arranges along vertical center pin position, auxiliary hole all is located inlayer outer auxiliary hole inboard in cut hole, first interior auxiliary hole and the second, and is located in proper order the auxiliary hole both sides are from middle to bilateral symmetry arrangement, cut hole, first interior auxiliary hole vertical arrangement, the auxiliary hole is the splayed and arranges in the second, the bottom plate hole is located bottommost and horizontal arrangement two rows, cut hole depth 1.5-2.0m, upper and lower row spacing 0.6m, bottom plate hole depth 1.6-1.8m, the hole is totally 2, and the hole depth 1.6 m.
The blasting in the above steps S3-S5 is controlled by an initiation control system, the explosives in the blasting holes are emulsion explosives with a diameter of 32mm, the holes are not filled with explosive, the holes around the blasting holes are filled with air at intervals, other holes are filled with compact explosive structures, the detonators are high-precision digital detonators, the blasting network diagram is shown in fig. 4, and the specific blasting control process is as follows:
(1) and scanning and collecting the identity information of the detonator by using the detonator, and recording the corresponding serial number of the detonator.
(2) Checking the explosive loading amount of various blast holes, grouping the blast holes according to an explosion design drawing during explosive loading, numbering according to detonator foot lines, and manufacturing a blast hole plugging mud strip by using stemming. Fig. 5 shows a specific grouping manner, the grouping numbers are shown as the figure, and the blast holes are arranged in the upper step area in the figure as follows:
the cut holes positioned on the left side of the empty holes are a first group;
the cut holes positioned on the right side of the empty holes are a second group;
the first inner auxiliary holes positioned on the left side of the empty holes are in a third group;
the first inner auxiliary hole positioned on the right side of the empty hole is a fourth group;
the second inner auxiliary holes positioned on the left side of the empty holes are a fifth group;
the second inner auxiliary holes positioned on the right side of the empty holes are a sixth group;
the bottom plate holes positioned on the left half part of the upper row form a seventh group;
the bottom plate holes positioned on the right half part of the upper row are an eighth group;
the bottom plate holes positioned at the left half part of the lower row are a ninth group;
the bottom plate holes positioned at the left half part of the lower row are a tenth group;
the outer auxiliary holes positioned at the left half part of the innermost layer are in a tenth group;
the outer auxiliary holes positioned on the right half part of the innermost layer are in a tenth group;
the outer auxiliary holes positioned on the left half part of the middle layer are a tenth group;
the outer auxiliary holes positioned on the right half part of the middle layer are in a fourteenth group;
the outer auxiliary holes positioned on the outermost layer are uniformly divided into four groups, namely a sixteenth group, a fifteenth group, a seventeenth group and an eighteenth group from left to right;
the peripheral holes are also uniformly divided into four groups, namely a twentieth group, a nineteenth group, a twentieth group and a twentieth group from left to right.
(3) And connecting the detonators to the main line of the explosion area in a parallel connection mode, and setting the initiation delay time of each group of the blast holes so as to realize hole-by-hole initiation when each group of the blast holes explode. When the group is detonated, the group is detonated in sequence, one blast hole is detonated each time, and the difference between adjacent blast holes is the set detonation delay time.
(4) And detecting whether all detonators are connected to the main line of the explosion area, and timely checking possible short circuit and open circuit problems.
(5) And a laser scanning ranging imager is arranged at a safe distance position right in front of the upper step area.
(6) And connecting the main line of the blasting area to the blasting bus, and connecting the blasting bus and the detonator.
(7) Inputting a detonation dynamic password on the detonator, detonating according to groups, after each group of detonations is finished, carrying out imaging scanning on the upper step area by the laser scanning ranging imager to obtain a blasting image, calculating the gravity center of the depressed area in the blasting image, and selecting one blast hole closest to the gravity center as the next group.
The laser scanning range finding imager is array laser scanner, once can acquire a plurality of distance data, and after a set of blasting was accomplished, the laser scanning range finding imager scanned the upper ledge region, because a set of blasting back can form a sunk area, the tunnelling size that this embodiment set up is 1.2 meters, therefore this sunk area degree of depth is about 1.2 meters basically, compare in other not blasted regional planes still more obvious, consequently can discern the sunk area through simple distance detection. In addition, the laser scanning ranging imager has a certain horizontal angle and a certain pitch angle during left-right pitching scanning, and the depth distribution data of the depressed area obtained according to the actual measurement data has a certain error, but the laser scanning ranging imager is far away, so that the horizontal angle and the pitch angle are both small and less than 5 degrees, and the identification of the depressed area cannot be influenced. The center of gravity position is found according to the depressed area, and the algorithm is the prior art and is not described herein. After completing a group of blasting, selecting one blast hole closest to the gravity center of the depressed area as a next group and then continuing blasting. Here, for each group, if the number of blast holes in the current group is odd, the distance between the center of the blast hole in the middle and the center of gravity of the depressed area is the distance between the current group and the center of gravity of the depressed area, and if the number of blast holes in the current group is even, the distance between the center of the two blast holes in the middle and the center of gravity of the depressed area is the distance between the current group and the center of gravity of the depressed area. Because each group of blasting is back, various influences such as rock texture, crackle are considered, the sunken regional scope that forms after the blasting is also not fixed, if start next blasting group according to fixed order, this kind of mode adaptability is relatively poor, the incomplete problem of blasting appears easily, if this condition appears, only can continue to arrange the blast hole, very waste time.
In conclusion, in the blasting construction process, the excavation vibration of the anchor holes in all areas cannot cause safety influence on the surrounding rock of the anchor holes in advance, and the potential safety hazards such as collapse and the like can be greatly reduced under the geological condition of the weak surrounding rock; the state of the digital electronic detonator is adopted during blasting, so that the online detection can be realized, and the construction safety risk is reduced. The method is suitable for complex environments close to urban arterial roads, residential areas and the like, and has little influence on surrounding buildings.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (7)
1. A method for blasting and excavating soft rock and large-dip-angle tunnel anchor digital detonators is characterized by comprising the following steps:
step S1, determining an excavation region and an excavation boundary according to the tunnel anchor center line and the excavation contour line lofting, wherein the tunnel anchor tunneling is carried out in a circulating blasting mode;
step S2, dividing the excavation region into an upper step region, a middle step region and a lower step region according to the size of the section of the tunnel anchor;
s3, arranging blast holes in the upper step area and blasting, installing arch section steel supports in time after slag removal, drilling foot locking anchor rods and system anchor rods, hanging nets and spraying concrete, and then continuously arranging the blast holes and blasting until the footage of the upper step area reaches a set value;
s4, arranging blast holes on the exposed free face of the middle step area and blasting, installing a side wall steel support in time after slag removal, setting a foot locking anchor rod and a system anchor rod, hanging a net and spraying concrete, and then continuously arranging the blast holes and blasting until the footage of the middle step area reaches a set value;
s5, arranging blast holes on the exposed free surface of the lower step area, blasting, installing a bottom plate section steel support in time after slag removal, setting a foot locking anchor rod and a system anchor rod, hanging a net and spraying bottom plate concrete to form a closed structure, and then continuously arranging the blast holes and blasting until the footage of the lower step area reaches a set value;
s6, repeating the steps S3-S5 in sequence until the three step areas reach the design mileage, and finishing blasting excavation;
the blasting in the above-mentioned step S3-S5 adopts detonation control system control, and the blast hole explosive adopts phi 32 mm' S emulsion explosive, and the hole does not fill the powder, and all holes all around adopt the air interval powder charge, and other holes adopt closely knit powder charge structure, and the detonator adopts high accuracy digital detonator, and concrete blasting control process is as follows:
scanning and collecting identity information of the detonator by using the detonator, and recording the corresponding serial number of the detonator;
checking the charge amount of each kind of blast holes, grouping the blast holes according to a blasting design drawing during charge, numbering according to the leg lines of the detonators, and manufacturing blast hole plugging mud strips by using stemming;
connecting the detonators to the main line of the explosion area in a parallel connection mode, and setting the initiation delay time of each group of the blast holes so as to realize hole-by-hole initiation when each group of the blast holes are exploded;
detecting whether all detonators are connected to a main line of an explosion area or not, and timely checking possible short circuit and open circuit problems;
a laser scanning ranging imager is arranged at a safe distance position right in front of the upper step area;
connecting a main line of the blasting area to a blasting bus, and connecting the blasting bus and an initiator;
inputting a detonation dynamic password on the detonator, detonating according to groups, after each group of detonations is finished, carrying out imaging scanning on the upper step area by the laser scanning ranging imager to obtain a blasting image, calculating the gravity center of the depressed area in the blasting image, and selecting one blast hole closest to the gravity center as the next group.
2. The method for blasting excavation of the soft rock and large inclination angle tunnel anchor digital detonator as claimed in claim 1, wherein the blast holes are arranged and drilled by using an air-leg rock drill.
3. The method for blasting excavation of the soft rock and large inclination angle tunnel anchor digital detonator as claimed in claim 1, wherein in the step S3-S5, the tunnel anchor is arranged and the guide pipe advance support is made before blasting of the blasting hole, the circumferential distance of the arch part is 0.8m, the circumferential distance of the side wall is 1.0m, and the hole diameter is phi 42 mm.
4. The method for blasting excavation of the soft rock and large inclination angle tunnel anchor digital detonator as claimed in claim 1, wherein in the steps S3-S5, the tunneling footage of each blasting of the upper, middle and lower step areas is controlled to be 1.2m, and the set value is 6.0 m.
5. The method for blasting excavation of the soft rock and large inclination angle tunnel anchor digital detonator as claimed in claim 1, wherein the types of the blasting holes arranged in the upper step area comprise cut holes, auxiliary holes, peripheral holes, bottom plate holes and empty holes, and the auxiliary holes are divided into outer auxiliary holes, first inner auxiliary holes and second inner auxiliary holes;
wherein the peripheral holes are arranged in a semicircular arc shape along the excavation boundary, the hole depth is 1.8m, and the hole distance is 0.5 m;
the outer auxiliary holes are positioned on the inner sides of the peripheral holes, are arranged in a semi-circular arc shape with three layers, the hole depth is 0.85m, and the layer spacing of the adjacent outer auxiliary holes is 0.75 m; wherein the interlayer distance between the outermost auxiliary hole and the peripheral hole is 0.6 m;
the auxiliary hole is located inlayer outer auxiliary hole inboard and arranges along vertical center pin position, auxiliary hole all is located inlayer outer auxiliary hole inboard in cut hole, first interior auxiliary hole and the second, and is located in proper order the auxiliary hole both sides are from middle to bilateral symmetry arrangement, cut hole, first interior auxiliary hole vertical arrangement, the auxiliary hole is the splayed and arranges in the second, the bottom plate hole is located bottommost and horizontal arrangement two rows, cut hole depth 1.5-2.0m, upper and lower row spacing 0.6m, bottom plate hole depth 1.6-1.8m, the hole is totally 2, and the hole depth 1.6 m.
6. The method for blasting excavation of the soft rock and large inclination tunnel anchor digital detonator as claimed in claim 5, wherein for each group, if the number of the blastholes in the current group is odd, the distance between the blastholes in the middle and the center of gravity of the depressed area is the distance between the current group and the center of gravity of the depressed area, and if the number of the blastholes in the current group is even, the distance between the centers of the two blastholes in the middle and the center of gravity of the depressed area is the distance between the current group and the center of gravity of the depressed area.
7. The method for blasting excavation of the soft rock and large inclination angle tunnel anchor digital detonator as claimed in claim 6, wherein the blasting holes arranged in the upper step area are grouped as follows:
the cut holes positioned on the left side of the empty holes are a first group;
the cut holes positioned on the right side of the empty holes are a second group;
the first inner auxiliary holes positioned on the left side of the empty holes are in a third group;
the first inner auxiliary hole positioned on the right side of the empty hole is a fourth group;
the second inner auxiliary holes positioned on the left side of the empty holes are a fifth group;
the second inner auxiliary holes positioned on the right side of the empty holes are a sixth group;
the bottom plate holes positioned on the left half part of the upper row form a seventh group;
the bottom plate holes positioned on the right half part of the upper row are an eighth group;
the bottom plate holes positioned at the left half part of the lower row are a ninth group;
the bottom plate holes positioned at the left half part of the lower row are a tenth group;
the outer auxiliary holes positioned at the left half part of the innermost layer are in a tenth group;
the outer auxiliary holes positioned on the right half part of the innermost layer are in a tenth group;
the outer auxiliary holes positioned on the left half part of the middle layer are a tenth group;
the outer auxiliary holes positioned on the right half part of the middle layer are in a fourteenth group;
the outer auxiliary holes positioned on the outermost layer are uniformly divided into four groups, namely a sixteenth group, a fifteenth group, a seventeenth group and an eighteenth group from left to right;
the peripheral holes are also uniformly divided into four groups, namely a twentieth group, a nineteenth group, a twentieth group and a twentieth group from left to right.
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| CN110836115A (en) * | 2019-11-29 | 2020-02-25 | 中铁二十三局集团第四工程有限公司 | Tunnel drilling method adjacent to existing building |
| CN111521081B (en) * | 2020-05-26 | 2022-07-12 | 中建铁路投资建设集团有限公司 | Construction method for reducing explosion-control over-underproduction blasthole of inclined flat-curve tunnel |
| CN113605903B (en) * | 2021-08-31 | 2024-04-09 | 四川公路桥梁建设集团有限公司 | Quick, simple and easy-to-operate new excavation and lining method for tunnel or arch base chamber of special anchorage |
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