CN114382489B - Tunnel vibration reduction control blasting structure and construction method - Google Patents
Tunnel vibration reduction control blasting structure and construction method Download PDFInfo
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- CN114382489B CN114382489B CN202111647062.8A CN202111647062A CN114382489B CN 114382489 B CN114382489 B CN 114382489B CN 202111647062 A CN202111647062 A CN 202111647062A CN 114382489 B CN114382489 B CN 114382489B
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- 238000005422 blasting Methods 0.000 title claims abstract description 163
- 238000010276 construction Methods 0.000 title claims abstract description 53
- 230000009467 reduction Effects 0.000 title claims abstract description 33
- 230000002093 peripheral effect Effects 0.000 claims abstract description 120
- 238000009412 basement excavation Methods 0.000 claims abstract description 62
- 239000011435 rock Substances 0.000 claims abstract description 26
- 238000005520 cutting process Methods 0.000 claims description 65
- 239000002360 explosive Substances 0.000 claims description 16
- 238000013461 design Methods 0.000 claims description 15
- 238000005474 detonation Methods 0.000 claims description 13
- 239000002893 slag Substances 0.000 claims description 10
- 238000013016 damping Methods 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 5
- 238000009423 ventilation Methods 0.000 claims description 4
- 239000011159 matrix material Substances 0.000 claims description 3
- 230000007480 spreading Effects 0.000 claims description 3
- 238000003892 spreading Methods 0.000 claims description 3
- 125000004122 cyclic group Chemical group 0.000 claims 1
- 238000000034 method Methods 0.000 abstract description 15
- 238000006243 chemical reaction Methods 0.000 abstract description 10
- 230000000149 penetrating effect Effects 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 19
- 239000003814 drug Substances 0.000 description 17
- 229940079593 drug Drugs 0.000 description 15
- 230000008569 process Effects 0.000 description 5
- 230000007547 defect Effects 0.000 description 4
- 230000005641 tunneling Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000004880 explosion Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000009430 construction management Methods 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 230000000977 initiatory effect Effects 0.000 description 2
- 230000004323 axial length Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000000465 moulding Methods 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000009966 trimming Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/03—Driving non-circular tunnels
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
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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
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Engineering & Computer Science (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a tunnel vibration reduction control blasting structure, which is used for a tunnel penetrating through a building and a structure in a hard rock area, and comprises the following components: the lower half-section blasting zone comprises a slitting eye zone, a first auxiliary eye zone, a first peripheral eye zone and a bottom plate eye zone; the upper half section blasting zone comprises a second auxiliary eye zone, a second peripheral eye zone, a third auxiliary eye zone, an inner ring eye zone and a third peripheral eye zone. The invention sets up two upper and lower blasting areas, adopts the sequential construction of blasting from top to bottom and then to top, reduces the number of arranged blastholes under the condition of guaranteeing the blasting quality, has less construction procedure conversion and controllable blasting vibration speed, can enable the primary support of the excavation surface to be timely sealed into a ring, and has high construction speed and safety and controllability.
Description
Technical Field
The invention relates to the technical field of tunnel engineering control blasting. More particularly, the invention relates to a tunnel vibration reduction control blasting structure and a construction method.
Background
At present, tunnel excavation construction is unavoidable without encountering structures around an excavation line, particularly urban underground space development projects, such as urban rail transit, municipal tunnels, urban underground civil air defence and the like, when surrounding rocks of tunnels are hard and structures are around, in order to ensure that the structures are not influenced, an excavation process method can be used for selecting an excavation method with slow progress, high cost and complicated construction, such as mechanical excavation, manual excavation, static blasting, pre-splitting blasting, digital electronic detonator blasting and the like, so that the tunnel excavation cost and risk management and control responsibility are greatly increased, the conventional blasting structure has unreasonable blastholes and more blastholes, the construction progress of tunnel blasting is further slowed down, the construction period is prolonged, the cost of tunnel excavation is increased again, in addition, the construction progress is slow, the process conversion is complicated, the tunnels cannot be supported in time, and huge safety risks are brought to construction.
Disclosure of Invention
It is an object of the present invention to solve at least the above problems and to provide at least the advantages to be described later.
The invention also aims to provide a tunnel vibration reduction control blasting structure which overcomes the technical defects of unreasonable arrangement of blastholes and more blastholes in the prior art.
The invention also aims to provide a construction method of the tunnel vibration reduction control blasting structure, which overcomes the technical defects that the conventional tunnel blasting construction method is slow in construction progress and complicated in procedure conversion, so that the tunnel cannot be supported in time.
To achieve these objects and other advantages and in accordance with the purpose of the invention, there is provided a tunnel vibration damping control blasting structure for a tunnel penetrating a building, a structure, and for a hard rock region, the tunnel vibration damping control blasting structure comprising:
The lower half-section blasting zone comprises a cut eye zone, a first auxiliary eye zone, a first peripheral eye zone and a bottom plate eye zone, wherein the first auxiliary eye zone is arranged on a lower step and positioned at the periphery of the cut eye zone, the first peripheral eye zone is arranged at the periphery of the first auxiliary eye zone, and the bottom plate eye zone is arranged at the bottom of a tunnel; the slitting eye area comprises a plurality of vertical slitting eyes which are arranged at intervals along the central line of the tunnel, four symmetrically arranged main slitting eye groups which are arranged in a matrix with one vertical slitting eye at the middle part as a center, four auxiliary slitting eye groups and four expanding slitting eyes; the two main undercut eye groups at the upper part are positioned on the middle step, and the two main undercut eye groups at the lower part are positioned on the lower step; an auxiliary slitting eye group and a spreading slitting eye are sequentially arranged on the outer side of any main slitting eye group from inside to outside, wherein any main slitting eye group comprises a plurality of main slitting eyes which are arranged at intervals along the vertical direction, and any auxiliary slitting eye group comprises a plurality of auxiliary slitting eyes which are arranged at intervals along the vertical direction;
The upper half-section blasting zone comprises a second auxiliary eye zone arranged on the middle step, a second peripheral eye zone arranged on the middle step, a third auxiliary eye zone arranged on the arch part of the upper step, an inner ring eye zone arranged on the periphery of the third auxiliary eye zone and a third peripheral eye zone arranged on the periphery of the inner ring eye zone;
the first auxiliary eye area and the second auxiliary eye area are positioned between the groove expansion eye and the tunnel sidewall excavation contour line.
Preferably, the tunnel vibration reduction control blasting structure has 3 vertical undercut eyes; any main slitting eye group comprises three main slitting eyes which are arranged at intervals along the vertical direction; any auxiliary slitting eye group comprises two auxiliary slitting eyes which are arranged at intervals along the vertical direction.
Preferably, in the tunnel vibration reduction control blasting structure, the horizontal distance between any main slitting eye group and one auxiliary slitting eye group corresponding to the main slitting eye group is 0.3-0.4 m, and the horizontal distance between any auxiliary slitting eye group and the corresponding expanding slitting eye is 0.3-0.4 m;
For any main undercut eye group, the vertical distance between any two adjacent main undercut eyes is 0.4-0.5 m;
for any auxiliary slitting eye group, the vertical distance between any two adjacent auxiliary slitting eyes is 0.4-0.5 m;
the distance between the main undercut eye at the lower part and the bottom plate eye area is 0.4-0.6 m.
Preferably, the tunnel vibration reduction control blasting structure, the first peripheral eye area comprises two first peripheral eye groups symmetrically arranged along the central line of the tunnel, any one first peripheral eye group comprises a plurality of first peripheral eyes arranged along the excavation outline line of the lower step side wall, the distance between any two adjacent first peripheral eyes is 0.45-0.55 m, the distance is gradually reduced from top to bottom, and the explosive amount filled in the plurality of first peripheral eyes is gradually increased from top to bottom.
Preferably, the tunnel vibration reduction control blasting structure comprises a plurality of bottom plate eyes which are arranged at intervals along the bottom contour of the tunnel, and the distance between any two adjacent bottom plate eyes is 0.8-1.0 m.
Preferably, in the tunnel vibration reduction control blasting structure, the distance between the third auxiliary eye area and the inner ring eye area is 0.7-0.9 m; the distance between the inner ring eye area and the third peripheral eye area is 0.5-0.6 m.
Preferably, the tunnel vibration reduction control blasting structure comprises two second auxiliary eye groups symmetrically arranged along the central line of the tunnel; the vertical distance between the groove expansion eye on the middle step and one corresponding second auxiliary eye group is 0.4-0.5 m;
The second peripheral eye area comprises a plurality of second peripheral eyes which are arranged at intervals along the excavation contour line of the middle step side wall, and the distance between any two adjacent second peripheral eyes is 0.45-0.55 m;
The third auxiliary eye area comprises a plurality of third auxiliary eyes which are equal to the radial distance of the contour line of the arch part of the upper step and are arranged at intervals, and the distance between any two adjacent third auxiliary eyes is 1.1-1.3 m;
The inner ring eye area comprises a plurality of inner ring eyes which are equal to the radial distance of the contour line of the arch part of the upper step and are arranged at the periphery of the third auxiliary eye area at intervals, and the interval between any two adjacent inner ring eyes is 0.9-1.1 m;
The third peripheral eye region comprises a plurality of third peripheral eyes which are distributed along the outline space of the arch part of the upper step, and the distance between any two adjacent third peripheral eyes is 0.4-0.5 m.
Preferably, in the tunnel vibration reduction control blasting structure, the axes of any main cutting hole, any auxiliary cutting hole and any expanding cutting hole extend obliquely along the excavation direction towards the direction away from the tunnel face, and the included angle between the axes of any main cutting hole, any auxiliary cutting hole and any expanding cutting hole and the tunnel face is 58-80 degrees.
Preferably, the depths of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye and any third auxiliary eye of the tunnel vibration damping control blasting structure are the depths of the circulating footage of tunnel blasting design;
the depth of any main cutting hole is 20-40 cm larger than the circulating depth of the tunnel blasting design;
The depth of any auxiliary slitting hole, any expanding slitting hole and any bottom plate hole is 10-20 cm larger than the circulating footage depth of tunnel blasting design;
the depth of any vertical slitting hole is 1.3-1.5 m, and the distance between any two adjacent vertical slitting holes is 0.9-1.0 m;
The apertures of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye, any third auxiliary eye, any bottom plate eye, any main slitting eye, any auxiliary slitting eye, any expanding slitting eye and any vertical slitting eye are all 42cm.
The invention also provides a construction method of the tunnel vibration reduction control blasting structure, which comprises the following steps:
Step one, drilling blastholes in an upper half-section blasting area and a lower half-section blasting area by utilizing a full-section excavation rack;
Step two, explosive is filled in each blasthole of the lower half-section blasting zone, and detonation is sequentially carried out according to the sequence of vertical cutting holes, main cutting holes, auxiliary cutting holes, expanding the cutting holes, first auxiliary hole zones, first peripheral hole zones and bottom plate hole zones, ventilation is carried out on the lower half-section blasting zone, and then leveling is carried out on the blasted site;
thirdly, explosive is filled in each blasthole of the blasting zone with the upper half section, and detonation is sequentially carried out according to the sequence of the second auxiliary hole zone, the second peripheral hole zone, the third auxiliary hole zone, the inner ring hole zone and the third peripheral hole zone; ventilating the upper half-section blasting area;
And fourthly, collecting and transporting the blast hole slag by using a slag loader and a dump truck.
The invention at least comprises the following beneficial effects:
1. The invention is provided with the upper blasting area and the lower blasting area, the lower half section adopts the horizontal wedge-shaped cutting, the cutting forming effect is good, the arranging quantity of blastholes is reduced under the condition of guaranteeing the blasting quality, the tunnel excavation construction progress is quickened, the quantity of the cutting holes can be adjusted according to the surrounding environment, and the construction safety risk can be reduced; the lower half section blasting zone is used as a first blasting zone, comprises middle step slitting holes and all lower step blasting holes, can furthest reduce the explosive loading amount of the first blasting, reduces the damage of blasting vibration, can utilize a ballast pile formed after the first blasting without first ballasting as a charging table surface to charge the upper half section, reduces the time interval between two blasts, reduces the process conversion, can utilize large-scale equipment for construction, has faster construction progress and good forming effect after blasting, can form a complete excavation section after blasting, and can timely seal a tunnel primary support into a ring, thereby being beneficial to construction safety;
2. According to the invention, the tunnel face is divided into an upper area and a lower area for blasting respectively, and the blasting is performed sequentially from top to bottom, so that the primary blasting initiation explosive quantity can be effectively reduced, the vibration speed can be reduced, the rapid connection conversion of the excavation working procedure can be realized, and the defects of slow vibration reduction control blasting construction progress, complicated working procedure conversion and incapability of timely support in the past are overcome;
3. The blasting method of the invention carries out cutting blasting on the tunnel excavation face under the premise of ensuring the safety of the structure of the earth surface structure, and the blasting vibration speed is controlled within 1.5cm/s, thereby forming a temporary face and laying a foundation for subsequent low-vibration-speed expansion excavation; the construction method can be applied to large-scale mechanical equipment construction, has less process conversion and short time, has less blast holes and can accelerate the tunnel excavation construction progress; the invention has good cutting effect, high tunnel excavation forming quality, convenient tunnel super-underexcavation control, reduced construction cost and more convenient field construction management and control; the blasting structure can complete primary support closing of the tunnel excavation face into a ring in time, and improves construction safety.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a schematic view of a tunnel vibration damping blasting structure of the present invention;
FIG. 2 is a schematic view of the structure of the undercut eye area of the present invention;
FIG. 3 is a schematic diagram of a tunnel blasting construction method according to the present invention, wherein an upper half section and a lower half section are constructed by one-time drilling with an excavation bench;
FIG. 4 is a schematic plan view of a structure of a notched hole area in step one of the tunnel blasting construction method of the present invention;
FIG. 5 is a schematic diagram of the tunnel blasting construction method of the present invention, in which the second lower half-section borehole is charged and the blasting construction is performed;
FIG. 6 is a schematic diagram of the tunnel blasting construction method of the present invention, in which the third upper half section of the blasthole is charged and the blasting construction is performed;
FIG. 7 is a schematic cross-sectional view of a tunnel blasting construction method of the present invention after completion of a full-section ballasting transportation and an primary support construction.
Reference numerals illustrate: a, a lower half section blasting area; b-upper half section blasting area; c-a tunnel centerline; d-dividing line; E. f-slitting an eye area;
1-vertical undercut eyes; 2-a main undercut eye; 3-auxiliary undercut eyes; 4-expanding a slot hole; 5-a first auxiliary eye; 6-1, 6-2, 6-3, 6-4 first peripheral eyes; 7-a bottom plate eye; 8-a second auxiliary eye; 9-a second peripheral eye; 10-a third auxiliary eye; 11-an inner ring eye; 12-a third peripheral eye;
a. b, c-cutting an included angle between the axis of the hole and the tunnel face; d-primary undercut eye bottom pitch; h-excavating footage; m and n-drilling is ultra-deep;
i-surrounding rock stratum around the tunnel; g-1-a front view of a full-section excavation bench of a tunnel; g-2-a full-section excavation bench side view of the tunnel; j-the face is implemented with blast holes;
k-the lower half section is filled with the blast hole; the L-upper half section is filled with the blast holes; m-a temporary operation site which is trimmed by using the hole slag after the lower half-section blasting and is used for placing an upper half-section loading operation platform; an N-upper half section loading operation platform.
Detailed Description
The present invention is described in further detail below with reference to the drawings and examples to enable those skilled in the art to practice the invention by referring to the description.
It will be understood that terms, such as "having," "including," and "comprising," as used herein, do not preclude the presence or addition of one or more other elements or groups thereof.
The experimental methods described in the following embodiments are conventional methods unless otherwise indicated, and the reagents and materials are commercially available.
In the description of the present invention, the terms "transverse", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus are not to be construed as limiting the present invention.
As shown in fig. 1 to 2, the present invention provides a tunnel vibration-damping control blasting structure for a tunnel penetrating a building or a structure in a hard rock region, the tunnel vibration-damping control blasting structure comprising:
The lower half-section blasting zone comprises a slitting eye zone arranged at the middle step and the lower step, a first auxiliary eye zone arranged at the lower step and positioned at the periphery of the slitting eye zone, a first peripheral eye zone arranged at the periphery of the first auxiliary eye zone and a bottom plate eye zone arranged at the bottom of the tunnel; the slitting eye area comprises a plurality of vertical slitting eyes which are arranged at intervals along the central line of the tunnel, four symmetrically arranged main slitting eye groups which are arranged in a matrix with one vertical slitting eye at the middle part as a center, four auxiliary slitting eye groups and four expanding slitting eyes; the two main undercut eye groups at the upper part are positioned on the middle step, and the two main undercut eye groups at the lower part are positioned on the lower step; an auxiliary slitting eye group and a spreading slitting eye are sequentially arranged on the outer side of any main slitting eye group from inside to outside, wherein any main slitting eye group comprises a plurality of main slitting eyes which are arranged at intervals along the vertical direction, and any auxiliary slitting eye group comprises a plurality of auxiliary slitting eyes which are arranged at intervals along the vertical direction;
The upper half-section blasting zone comprises a second auxiliary eye zone arranged on the middle step, a second peripheral eye zone arranged on the middle step, a third auxiliary eye zone arranged on the arch part of the upper step, an inner ring eye zone arranged on the periphery of the third auxiliary eye zone and a third peripheral eye zone arranged on the periphery of the inner ring eye zone;
the first auxiliary eye area and the second auxiliary eye area are positioned between the groove expansion eye and the tunnel sidewall excavation contour line.
In the technical scheme, the upper and lower blasting areas are arranged, so that the number of blastholes is reduced, the tunnel excavation construction progress is quickened, and the construction safety risk is reduced under the condition of guaranteeing the blasting quality.
The lower half section blasting zone does not comprise a second peripheral eye group and a second auxiliary eye group which correspond to a middle step, wherein the middle step refers to a tunnel side wall middle construction area, the middle platform of an excavation rack is mainly utilized for construction, the lower step refers to a tunnel side wall lower construction area, and construction operation is mainly carried out on the ground. In order to reduce the explosive quantity of primary detonation and form a better free surface, the middle step is only provided with a slitting hole;
the lower half-section blasting area has the full-section blasting cutting effect, has good cutting effect, can reduce the explosive charge of the cutting blasting to the maximum extent, and reduces the explosive charge of the lower half-section blasting; in actual construction, according to actual surrounding rock grade and rock stratum fracture condition and according to blasting vibration velocity measurement results, the eye spacing and the drug loading amount are locally optimized, for example, when the rock in a cut area is broken and weak, the drug loading amount of vertical cut eyes can be reduced, so that the maximum vibration velocity of blasting of the whole lower half section is controlled within a design and specification allowable range.
And (3) attributing the rest blastholes (the second auxiliary hole area and the second peripheral hole area) corresponding to the middle step to the upper half-section blasting area.
In another technical scheme, the tunnel vibration reduction control blasting structure has 3 vertical slitting holes; any main slitting eye group comprises three main slitting eyes which are arranged at intervals along the vertical direction; any auxiliary slitting eye group comprises two auxiliary slitting eyes which are arranged at intervals along the vertical direction. The slitting hole area is classified into a lower half-section blasting area, preferably, the slitting hole area comprises 3 vertical slitting holes and two single-stage horizontal wedge slitting areas with middle and lower steps, each slitting area comprises a main slitting hole 2 group, an auxiliary slitting hole 2 group and an expanding slitting hole 2 group, and 27 slitting holes are designed in total in the slitting hole area, as shown in figure 1.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the horizontal distance between any main slitting eye group and one auxiliary slitting eye group corresponding to the main slitting eye group is 0.3-0.4 m, and the horizontal distance between any auxiliary slitting eye group and the corresponding slitting eye is 0.3-0.4 m;
For any main undercut eye group, the vertical distance between any two adjacent main undercut eyes is 0.4-0.5 m;
for any auxiliary slitting eye group, the vertical distance between any two adjacent auxiliary slitting eyes is 0.4-0.5 m;
the distance between the main undercut eye at the lower part and the bottom plate eye area is 0.4-0.6 m.
The space between various blastholes and the blastholes of the same type is optimally designed, so that the subsequent cutting hole forming effect is improved, the drug loading quantity of subsequent hole holes is reduced and the vibration is reduced on the basis of ensuring the detonation effect and safety.
In another technical scheme, the tunnel vibration reduction control blasting structure is characterized in that the first peripheral eye area comprises two first peripheral eye groups symmetrically arranged along the central line of the tunnel, any one of the first peripheral eye groups comprises a plurality of first peripheral eyes which are distributed along the excavation outline line of the lower step side wall, the distance between any two adjacent first peripheral eyes is 0.45-0.55 m, the distance is gradually reduced from top to bottom, and the explosive amount filled in the plurality of first peripheral eyes is gradually increased from top to bottom. So as to overcome the clamping resistance of rocks at the corner of the tunnel during blasting.
In another technical scheme, the tunnel vibration reduction control blasting structure comprises a plurality of bottom plate eyes which are arranged at intervals along the bottom contour of the tunnel, and the distance between any two adjacent bottom plate eyes is 0.8-1.0 m. The space between the bottom plate eyes is optimally designed, so that the subsequent slotting eye forming effect is improved, the subsequent eyelet drug loading amount is reduced and the vibration is reduced on the basis of ensuring the detonation effect and safety.
In another technical scheme, in the tunnel vibration reduction control blasting structure, the distance between the third auxiliary eye area and the inner ring eye area is 0.7-0.9 m; the distance between the inner ring eye area and the third peripheral eye area is 0.5-0.6 m. The space between various blastholes and the blastholes of the same type is optimally designed, so that the subsequent cutting hole forming effect is improved, the drug loading quantity of subsequent hole holes is reduced and the vibration is reduced on the basis of ensuring the detonation effect and safety.
In another technical scheme, the tunnel vibration reduction control blasting structure comprises two second auxiliary eye groups symmetrically arranged along the central line of the tunnel; the vertical distance between the groove expansion eye on the middle step and one corresponding second auxiliary eye group is 0.4-0.5 m;
The second peripheral eye area comprises a plurality of second peripheral eyes which are arranged at intervals along the excavation contour line of the middle step side wall, and the distance between any two adjacent second peripheral eyes is 0.45-0.55 m;
The third auxiliary eye area comprises a plurality of third auxiliary eyes which are equal to the radial distance of the contour line of the arch part of the upper step (the arc-shaped structures formed by the plurality of third auxiliary eyes are consistent with the contour line of the arch part of the upper step) and are distributed at intervals, and the distance between any two adjacent third auxiliary eyes is 1.1-1.3 m;
The inner ring eye area comprises a plurality of inner ring eyes which are equal to the radial distance of the contour line of the arch part of the upper step and are arranged at the periphery of the third auxiliary eye area at intervals, and the interval between any two adjacent inner ring eyes is 0.9-1.1 m;
The third peripheral eye region comprises a plurality of third peripheral eyes which are distributed along the outline space of the arch part of the upper step, and the distance between any two adjacent third peripheral eyes is 0.4-0.5 m.
The space between various blastholes and the blastholes of the same type is optimally designed, so that the subsequent cutting hole forming effect is improved, the drug loading quantity of subsequent hole holes is reduced and the vibration is reduced on the basis of ensuring the detonation effect and safety.
In another technical scheme, the tunnel vibration reduction control blasting structure is characterized in that the axes of any main cutting hole, any auxiliary cutting hole and any expanding cutting hole extend obliquely along the excavation direction towards the direction away from the tunnel face, and the included angle between the axes of any main cutting hole, any auxiliary cutting hole and any expanding cutting hole and the tunnel face is 58-80 degrees. When the two sides of the central line of the tunnel are drilled, the included angle between the axis of each cutting hole and the tunnel face is between 58 and 80 degrees on the projection of the horizontal plane, and the included angles between the axis of the same group of cutting holes and the tunnel face are equal; the bottoms of the same group of undercut holes are positioned on the same tunnel cross section.
In another technical scheme, the depths of the tunnel vibration reduction control blasting structure, the first peripheral eye, the first auxiliary eye, the second peripheral eye, the third peripheral eye, the inner ring eye and the third auxiliary eye are the depths of the tunnel blasting design circulation footage;
the depth of any main cutting hole is 20-40 cm larger than the circulating depth of the tunnel blasting design;
The depth of any auxiliary slitting hole, any expanding slitting hole and any bottom plate hole is 10-20 cm larger than the circulating footage depth of tunnel blasting design;
the depth (axial length) of any vertical slitting hole is 1.3-1.5 m, and the distance between any two adjacent vertical slitting holes is 0.9-1.0 m;
The apertures of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye, any third auxiliary eye, any bottom plate eye, any main slitting eye, any auxiliary slitting eye, any expanding slitting eye and any vertical slitting eye are all 42cm.
The optimization design of the parameters of each blasthole can improve the forming effect of the subsequent slitting hole, reduce the drug loading quantity of the subsequent eyelet hole and reduce vibration.
As shown in fig. 1, the lower half section a and the upper half section B are divided along a dividing line D, a lower step slitting eye area E is arranged in the lower half section a, vertical slitting eyes 1 are arranged in the slitting eye area at intervals along a tunnel central line C, and 3 vertical slitting eyes 1 are preferably arranged;
the main slitting eye 2, the auxiliary slitting eye 3 and the expanding slitting eye 4 are arranged in two subareas of the middle step and the lower step, each subarea is symmetrically arranged left and right along the central line of the tunnel, and the main slitting eye 2, the auxiliary slitting eye 3 and the expanding slitting eye 4 in any subarea form a horizontal wedge-shaped structure;
the main cutting eye group consists of 2 rows of horizontal wedge-shaped cutting eyes which are symmetrical to the central line of the tunnel and have the same included angle with the tunnel face, wherein 6 horizontal cutting eyes are arranged in each row, the total included angle a between the axis of the main cutting eyes and the tunnel face is 12, the horizontal included angle a is 60 degrees (plus or minus 2 degrees) generally, the distance d between the main cutting eyeground is 10-20 cm generally, and the main cutting eyeground is symmetrical to the two sides of the central line of the tunnel; the depth of the main cutting hole 2 is 10-20 cm deeper than the other cutting holes on the outer side, so that the forming effect of the subsequent cutting holes can be improved, the drug loading quantity of the subsequent cutting holes can be reduced, and the vibration can be reduced;
the auxiliary slitting holes 3 are positioned at the position 40cm outside the main slitting holes 2 and are staggered with the main slitting holes 2, and the vertical positions are positioned in the middle of the vertical hole spacing of the main slitting holes 2; the auxiliary cutting eyes 3 consist of 2 rows of horizontal wedge-shaped cutting eyes which are symmetrical to the central line of the tunnel and have the same included angle with the face, wherein 4 holes are arranged in each row, 8 holes are arranged in total, and the horizontal included angle b between the axes of the auxiliary cutting eyes 3 eyes and the face is generally 67 degrees (+ -2 degrees); the auxiliary cutting hole 3 is 10-20 cm deeper than the hole groups of the first auxiliary hole 1 and the first peripheral holes (6-1, 6-2, 6-3 and 6-4), so that the excavation molding effect of the subsequent cutting hole can be improved, the drug loading quantity of the subsequent holes can be reduced, and the vibration can be reduced;
the expanding slot hole 4 is positioned at the position 40cm outside the auxiliary slot hole 3, and the vertical position is positioned at the middle part of the vertical hole spacing of the auxiliary slot hole 3; the expanding slot eyes 4 consist of 2 rows of horizontal wedge-shaped slitting eyes which are symmetrical to the central line of the tunnel and have the same included angle with the tunnel face, wherein 2 holes are arranged in each row, and the total number of the horizontal included angles c between the axes of the eye holes of the expanding slot eyes 4 and the tunnel face is 4, and the horizontal included angle c is generally 80 degrees (+ -2 degrees); the hole group of the groove-enlarging hole 4 is 10-20 cm deeper than the hole groups of the first auxiliary hole and the first peripheral hole, so that the forming effect of the subsequent cutting hole can be improved, the drug loading quantity of the subsequent hole can be reduced, and the vibration can be reduced;
The first auxiliary eyes 5 are positioned between the groove expansion eyes 4 and the first peripheral eyes 6-1, 6-2, 6-3 and 6-4, the first auxiliary eye area comprises 2 rows of first auxiliary eyes which are symmetrical to the central line of the tunnel and are perpendicular to the face, 2 auxiliary eyes are arranged on each side, 4 auxiliary eyes are arranged on each side, the first auxiliary eyes 5 are not ultra-deep and are positioned on the same excavation cross section with the first peripheral eyes 6-1, 6-2, 6-3 and 6-4, and the first auxiliary eyes are used for tunneling and excavating surrounding rocks of the tunnel and form a flat excavation face;
The first peripheral eye group is symmetrically arranged on the excavation contour line of the lower step side wall of the tunnel with respect to the central line of the tunnel, and comprises a plurality of first peripheral eyes (6-1, 6-2, 6-3 and 6-4) which are used for enabling the excavation contour line of the lower step side wall of the tunnel to form a flat excavation surface; because of being pressed from both sides the usefulness by the surrounding rock of step side wall foot down, rock blasting resistance progressively increases downwards, and first peripheral eye increases a dose from top to bottom in proper order to the eye interval reduces 5cm from top to bottom in proper order.
The bottom plate holes are assembled on the excavation contour line of the tunnel bottom plate and comprise a plurality of bottom plate holes 7, and the bottom plate holes are used for enabling the bottom of the tunnel to form a round and smooth excavation bottom plate surface along the excavation contour line after blasting; the holes of the bottom plate hole 7 and the auxiliary slitting hole 3 and the expanding slitting hole 4 are deeper than the circulating footage of tunnel blasting design by 10-20 cm.
The upper half section blasting zone B comprises a second auxiliary eye group arranged on the outer side of the middle step expanding slot eye 4 of the tunnel, a second peripheral eye group arranged on the excavation contour line of the side wall of the middle step tunnel, an upper step arch part third auxiliary eye group arranged on the upper side of the slitting area E, an inner ring eye group 11 arranged on the outer side of the upper step third auxiliary eye group and a third peripheral eye group arranged on the excavation contour line of the upper step arch part.
The second auxiliary eye group is positioned between the groove expanding eye group and the middle step second peripheral eye group, the second auxiliary eye group consists of 2 rows of second auxiliary eyes 8 which are symmetrical to the central line of the tunnel and are perpendicular to the tunnel face, 2 auxiliary eyes are arranged on each side, 4 auxiliary eyes are arranged on each side, the second auxiliary eyes 8 are not deep and are positioned on the same excavation cross section with the second peripheral eyes 9, the second auxiliary eyes are used for tunneling and excavating surrounding rocks of the tunnel, and a flat excavation face is formed;
The second peripheral eye group is symmetrically arranged on the excavation contour line of the step side wall in the tunnel by the central line of the tunnel, and comprises a plurality of second peripheral eyes 9, and the spacing between the second peripheral eyes is 0.45-0.55 m, so that the excavation contour line of the step side wall in the tunnel forms a flat excavation surface; the resistance of the surrounding rock blasting of the middle step is between the upper step and the lower step, and the drug loading quantity of the second peripheral eye 9 is also between the drug loading quantity of the peripheral eye holes of the upper step and the lower step, namely, the drug loading quantity of the surrounding rock blasting of the middle step is larger than the drug loading quantity of the third peripheral eye 12 and smaller than the drug loading quantity of the first peripheral eye 6.
The third auxiliary eye group is arranged at the upper side of the slitting area E in an arc shape, the distance between eyes is 1.1 m-1.3 m, and the distance between the third auxiliary eye group and the inner ring eye layer is 0.7-0.9 m; the third auxiliary eye group comprises a plurality of third auxiliary eyes 10 perpendicular to the face and used for tunneling and excavating surrounding rocks outside the cut eyes so as to enlarge the cut free face;
The upper step arch inner ring eye group is arranged between the third auxiliary eye group and the third peripheral eye group, the inner ring eye group comprises a plurality of inner ring eyes 11, the eye hole spacing is 0.9 m-1.1 m, and the resistance line distance between the upper step arch inner ring eye group and the third peripheral eye group is 0.5-0.6 m, and the upper step arch inner ring eye group is used for tunneling and excavating arch surrounding rock.
The third peripheral eye group is arranged on the peripheral excavation contour line of the upper step arch part of the tunnel, and comprises a plurality of third peripheral eyes 12, and the spacing between the third peripheral eyes 12 is 0.40-0.50 m. The lower free surface is better when the third peripheral eye 12 is blasted, the surrounding rock can fall by self weight, the resistance born by the surrounding rock blasting is relatively smaller than that of the middle lower step, the loading capacity of the third peripheral eye 12 is relatively reduced compared with the loading capacity of the first peripheral eye (6-1, 6-2, 6-3, 6-4) and the second peripheral eye 9 of the tunnel under the condition that the surrounding rock of the face is basically consistent, and in the embodiment, one-medicine and two-medicine each hole are used for loading at intervals, so that blasting vibration can be well reduced, excavation forming quality is improved, and meanwhile, loading efficiency is improved.
The invention also provides a construction method of the tunnel vibration reduction control blasting structure, which comprises the following steps:
step one, drilling blastholes in an upper half-section blasting area and a lower half-section blasting area by utilizing a full-section excavation rack; as shown in fig. 3 to 4;
Step two, as shown in fig. 5, explosive is filled in each blasthole of the lower half-section blasting zone, and the blasting zone is ventilated according to the sequence of vertical cutting holes, main cutting holes, auxiliary cutting holes, expanding cutting holes, first auxiliary eye zone, first peripheral eye zone and bottom plate eye zone, and then the blasted field is leveled; except that the blastholes in the first peripheral hole area adopt the separated and uncoupled charging structure, all the other blastholes adopt the centralized charging structure, the blasthole inner detonator sections of the same type are the same in position and detonate at the same time, two types of blastholes adjacent in any explosion sequence adopt millisecond delay detonators, and the time difference is more than one section position at intervals so as to reduce explosion vibration superposition and reduce explosion vibration influence; after blasting and ventilation are completed in the blasting area with the lower half section, road trimming and ballast pile leveling are performed by using machinery; setting a cut hole area in a lower half-section blasting area which is detonated firstly, detonating a vertical cut hole firstly, providing a free surface for the subsequent detonation of a horizontal wedge-shaped cut hole, reducing the rock blocking rate after blasting, and improving the forming effect of the cut area;
Step three, as shown in fig. 6, explosive is filled in each blasthole in the upper half-section blasting zone, and detonation is sequentially carried out according to the sequence of the second auxiliary eye zone, the second peripheral eye zone, the third auxiliary eye zone, the inner ring eye zone and the third peripheral eye zone; ventilating the upper half-section blasting area; except that the blastholes in the second peripheral hole area and the third peripheral hole area adopt the separated and uncoupled charging, all the other blastholes adopt a centralized charging structure, an upper half-section charging operation platform is arranged after the completion of leveling slag pile, the charging operation platform is used for charging and blasting network connection of each blasthole (comprising a plurality of second auxiliary holes, a plurality of second peripheral holes, a plurality of third auxiliary holes, a plurality of inner ring holes and a plurality of third peripheral holes) of the upper half section at the upper half-section face, equipment personnel evacuate and detonate; setting a detonation sequence of a second auxiliary eye region, a second peripheral eye region, a third auxiliary eye region, an inner ring eye region and a third peripheral eye region according to different detonator segment positions;
And fourthly, collecting and transporting the blast hole slag by using a slag loader and a dump truck. The full section ballast loading transportation and primary support construction are specifically as follows: after the blasting ventilation of the upper half section for 15min, the loader is matched with a dump truck to perform slag discharging, a full-section supporting operation surface is formed after the slag discharging is completed, and the primary supporting construction of the full-section tunnel is performed according to the design requirements, as shown in fig. 7.
In the technical scheme, the tunnel face is divided into the upper area and the lower area for blasting respectively, and the blasting is performed sequentially from top to bottom, so that the primary blasting initiation explosive quantity can be effectively reduced, the vibration speed can be reduced, the rapid connection conversion of the excavation working procedure can be realized, and the defects that the conventional vibration reduction control blasting construction progress is slow, the working procedure conversion is complicated and the support cannot be performed in time are overcome. During blasting, the detonation explosive quantity of the lower half-section blasting area is regulated and controlled, so that the design vibration speed requirement is met.
The blasting method of the invention carries out cutting blasting on the tunnel excavation face under the premise of ensuring the safety of the structure of the earth surface structure, and the vibration speed is controlled within 1.5cm/s, thereby forming a temporary face and laying a foundation for subsequent low-vibration-speed expansion excavation; the construction method can be applied to large-scale mechanical equipment construction, has less process conversion and short time, has less blast holes and can accelerate the tunnel excavation construction progress; the invention has good cutting effect, high tunnel excavation forming quality, convenient tunnel super-underexcavation control, reduced construction cost and more convenient field construction management and control; the blasting structure can complete primary support closing of the tunnel excavation face into a ring in time, and improves construction safety.
Example 1]
In this embodiment, the blasthole parameters of the lower half-section blasting area of the tunnel are shown in table 1, and the blasthole parameters of the upper half-section blasting area are shown in table 2;
table 1 below the corresponding blasthole parameters for the half-section blast zone
Table 2 blasthole parameters corresponding to upper half-section blasted zone
The tunnel has good free surface when the upper half-section blasting area is blasted, the resistance force born by surrounding rock is small and the surrounding rock dead weight can be utilized to throw the rock, so that the total loading capacity of the upper half-section blasting area is 50% -60% of that of the lower half-section blasting area under the condition that the area of the upper half-section blasting area is nearly identical to that of the lower half-section blasting area, the total loading capacity of the lower half-section slitting eye area is 60% -70% of that of the lower half-section blasting area, the influence of tunnel blasting vibration on the surface building mainly comes from the lower step blasting capacity, the lower step blasting capacity is mainly concentrated on the blasting capacity of the slitting eye area, the control on the blasthole loading capacity of the slitting eye area is enhanced in construction, and the excavation footage and the hole loading capacity are adjusted in time according to the surrounding rock condition, so that the blasting vibration speed is controlled within the allowable range of design and standard.
The number of equipment and the scale of processing described herein are intended to simplify the description of the present invention. Applications, modifications and variations of the present invention will be readily apparent to those skilled in the art.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown and described, it is well suited to various fields of use for which the invention would be readily apparent to those skilled in the art, and accordingly, the invention is not limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (9)
1. Tunnel damping control blasting structure, its tunnel that is used for hard rock region and wears building, structure down, its characterized in that, tunnel damping control blasting structure includes: the lower half-section blasting zone comprises a cut eye zone, a first auxiliary eye zone, a first peripheral eye zone and a bottom plate eye zone, wherein the first auxiliary eye zone is arranged on a lower step and positioned at the periphery of the cut eye zone, the first peripheral eye zone is arranged at the periphery of the first auxiliary eye zone, and the bottom plate eye zone is arranged at the bottom of a tunnel; the slitting eye area comprises a plurality of vertical slitting eyes which are arranged at intervals along the central line of the tunnel, four symmetrically arranged main slitting eye groups which are arranged in a matrix with one vertical slitting eye at the middle part as a center, four auxiliary slitting eye groups and four expanding slitting eyes; the two main undercut eye groups at the upper part are positioned on the middle step, and the two main undercut eye groups at the lower part are positioned on the lower step; an auxiliary slitting eye group and a spreading slitting eye are sequentially arranged on the outer side of any main slitting eye group from inside to outside, wherein any main slitting eye group comprises a plurality of main slitting eyes which are arranged at intervals along the vertical direction, and any auxiliary slitting eye group comprises a plurality of auxiliary slitting eyes which are arranged at intervals along the vertical direction;
The upper half-section blasting zone comprises a second auxiliary eye zone arranged on the middle step, a second peripheral eye zone arranged on the middle step, a third auxiliary eye zone arranged on the arch part of the upper step, an inner ring eye zone arranged on the periphery of the third auxiliary eye zone and a third peripheral eye zone arranged on the periphery of the inner ring eye zone;
the first auxiliary eye area and the second auxiliary eye area are positioned between the groove expansion eye and the tunnel side wall excavation contour line;
The construction method of the tunnel vibration reduction control blasting structure comprises the following steps:
Step one, drilling blastholes in an upper half-section blasting area and a lower half-section blasting area by utilizing a full-section excavation rack;
Step two, explosive is filled in each blasthole of the lower half-section blasting zone, and detonation is sequentially carried out according to the sequence of vertical cutting holes, main cutting holes, auxiliary cutting holes, expanding the cutting holes, first auxiliary hole zones, first peripheral hole zones and bottom plate hole zones, ventilation is carried out on the lower half-section blasting zone, and then leveling is carried out on the blasted site;
thirdly, explosive is filled in each blasthole of the blasting zone with the upper half section, and detonation is sequentially carried out according to the sequence of the second auxiliary hole zone, the second peripheral hole zone, the third auxiliary hole zone, the inner ring hole zone and the third peripheral hole zone; ventilating the upper half-section blasting area;
And fourthly, collecting and transporting the blast hole slag by using a slag loader and a dump truck.
2. The tunnel vibration reduction control blasting structure of claim 1, wherein the plurality of vertical undercut eyes is 3; any main slitting eye group comprises three main slitting eyes which are arranged at intervals along the vertical direction; any auxiliary slitting eye group comprises two auxiliary slitting eyes which are arranged at intervals along the vertical direction.
3. The tunnel vibration reduction control blasting structure of claim 1, wherein the horizontal distance between any one of the main slitting eye groups and one of the auxiliary slitting eye groups corresponding thereto is 0.3 to 0.4m, and the horizontal distance between any one of the auxiliary slitting eye groups and the corresponding one of the slitting eyes is 0.3 to 0.4m;
For any main undercut eye group, the vertical distance between any two adjacent main undercut eyes is 0.4-0.5 m;
for any auxiliary slitting eye group, the vertical distance between any two adjacent auxiliary slitting eyes is 0.4-0.5 m;
the distance between the main undercut eye at the lower part and the bottom plate eye area is 0.4-0.6 m.
4. The tunnel vibration reduction control blasting structure of claim 1, wherein the first peripheral eye region comprises two first peripheral eye groups symmetrically arranged along a central line of the tunnel, any one of the first peripheral eye groups comprises a plurality of first peripheral eyes arranged along a lower step side wall excavation outline interval, a distance between any two adjacent first peripheral eyes is 0.45-0.55 m, the distance is gradually reduced from top to bottom, and an explosive amount filled in the plurality of first peripheral eyes is gradually increased from top to bottom.
5. The tunnel vibration reduction control blasting structure of claim 1, wherein the floor eye region comprises a plurality of floor eyes spaced along the bottom contour of the tunnel, and wherein the spacing between any two adjacent floor eyes is between 0.8 and 1.0m.
6. The tunnel vibration reduction control blasting structure of claim 1, wherein the third auxiliary eye region is spaced from the inner ring eye region by 0.7 to 0.9m; the distance between the inner ring eye area and the third peripheral eye area is 0.5-0.6 m.
7. The tunnel vibration-damping control blasting structure of claim 1, wherein the second auxiliary eye-piece comprises two second auxiliary eye-groups symmetrically disposed about a midline of the tunnel; the vertical distance between the groove expansion eye on the middle step and one corresponding second auxiliary eye group is 0.4-0.5 m;
The second peripheral eye area comprises a plurality of second peripheral eyes which are arranged at intervals along the excavation contour line of the middle step side wall, and the distance between any two adjacent second peripheral eyes is 0.45-0.55 m;
The third auxiliary eye area comprises a plurality of third auxiliary eyes which are equal to the radial distance of the contour line of the arch part of the upper step and are arranged at intervals, and the distance between any two adjacent third auxiliary eyes is 1.1-1.3 m;
The inner ring eye area comprises a plurality of inner ring eyes which are equal to the radial distance of the contour line of the arch part of the upper step and are arranged at the periphery of the third auxiliary eye area at intervals, and the interval between any two adjacent inner ring eyes is 0.9-1.1 m;
The third peripheral eye region comprises a plurality of third peripheral eyes which are distributed along the outline space of the arch part of the upper step, and the distance between any two adjacent third peripheral eyes is 0.4-0.5 m.
8. The tunnel vibration reduction control blasting structure of claim 1, wherein the axis of any one of the main cutting eye, the auxiliary cutting eye, and the expansion cutting eye extends obliquely in the direction away from the tunnel face in the excavation direction, and the angle between the axis of any one of the main cutting eye, the auxiliary cutting eye, and the expansion cutting eye and the tunnel face is 58 ° to 80 °.
9. The tunnel vibration reduction control blasting structure of claim 8, wherein the depths of any one of the first peripheral eye, any one of the first auxiliary eyes, any one of the second peripheral eyes, any one of the third peripheral eyes, any one of the inner ring eyes, and any one of the third auxiliary eyes are tunnel blasting design cyclic footage depths;
the depth of any main cutting hole is 20-40 cm larger than the circulating depth of the tunnel blasting design;
The depth of any auxiliary slitting hole, any expanding slitting hole and any bottom plate hole is 10-20 cm larger than the circulating footage depth of tunnel blasting design;
the depth of any vertical slitting hole is 1.3-1.5 m, and the distance between any two adjacent vertical slitting holes is 0.9-1.0 m;
The apertures of any first peripheral eye, any first auxiliary eye, any second peripheral eye, any third peripheral eye, any inner ring eye, any third auxiliary eye, any bottom plate eye, any main slitting eye, any auxiliary slitting eye, any expanding slitting eye and any vertical slitting eye are all 42cm.
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|---|---|---|---|---|
| AU6985881A (en) * | 1980-04-30 | 1981-11-05 | Van Kempen, C.J.H. Brest | Compressive strength of rock |
| CN102506622A (en) * | 2011-11-02 | 2012-06-20 | 中铁隧道集团有限公司 | Full-face blasting vibration control construction method for tunnel electronic millisecond electric detonator |
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| CN108871119B (en) * | 2018-07-23 | 2020-05-05 | 中铁十九局集团第六工程有限公司 | Tunnel hole distribution blasting method |
| CN109751054B (en) * | 2019-03-27 | 2020-06-12 | 中铁隧道局集团有限公司 | Construction method of U-shaped large-section tunnel |
| CN110700843B (en) * | 2019-11-20 | 2021-01-05 | 中铁二十局集团有限公司 | Tunnel three-step synchronous excavation construction method based on partition blasting |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AU6985881A (en) * | 1980-04-30 | 1981-11-05 | Van Kempen, C.J.H. Brest | Compressive strength of rock |
| CN102506622A (en) * | 2011-11-02 | 2012-06-20 | 中铁隧道集团有限公司 | Full-face blasting vibration control construction method for tunnel electronic millisecond electric detonator |
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