CN113818888B - Hard rock multi-arch tunnel blasting process - Google Patents
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- 238000005422 blasting Methods 0.000 title claims abstract description 84
- 239000011435 rock Substances 0.000 title claims abstract description 46
- 238000000034 method Methods 0.000 title claims abstract description 43
- 230000008569 process Effects 0.000 title claims abstract description 26
- 230000005641 tunneling Effects 0.000 claims abstract description 42
- 238000010276 construction Methods 0.000 claims abstract description 33
- 238000009933 burial Methods 0.000 claims description 5
- 238000009412 basement excavation Methods 0.000 abstract description 27
- 239000000463 material Substances 0.000 abstract description 6
- 238000005457 optimization Methods 0.000 abstract description 3
- 238000013016 damping Methods 0.000 description 5
- 230000009471 action Effects 0.000 description 3
- 238000005336 cracking Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 101150054854 POU1F1 gene Proteins 0.000 description 2
- 239000006260 foam Substances 0.000 description 2
- 230000006872 improvement Effects 0.000 description 2
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 description 1
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000003139 buffering effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000004035 construction material Substances 0.000 description 1
- 230000003247 decreasing effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000003631 expected effect Effects 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
- 238000011144 upstream manufacturing 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
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
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- Geochemistry & Mineralogy (AREA)
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- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the technical field of tunnel construction and discloses a hard rock multi-arch tunnel blasting process, which is characterized in that from the optimization angles of tunneling areas and sequences of tunnel face, the invention provides a hard rock multi-arch tunnel blasting process which fully utilizes the self structure of surrounding rock, does not need to excavate a middle pilot pit of support, can adapt to changeable actual working conditions, has low precision requirement and strong operability, can be widely applied to the construction process of a hard rock multi-arch tunnel, reduces working faces and temporary support, is more flexible and convenient for tunnel excavation support, does not need additional materials, reduces engineering cost, can perform integral blasting excavation after a stepped section is formed, accelerates engineering progress, and has great popularization value and wide application prospect.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a hard rock multi-arch tunnel blasting process.
Background
With the rapid development of the construction of the expressway, the upstream and downstream tunnels are often limited by the terrain when the expressway in the mountain area is selected, so that the minimum clear distance between two adjacent tunnels cannot meet the requirements of design specifications. Under the situation, the small-clearance tunnel and the multi-arch tunnel are more important, however, because the surrounding rock stability and the supporting structure of the small-clearance tunnel are more complex than those of the common separated tunnel and the multi-arch tunnel, the multi-arch tunnel with small occupied area and compact structure is widely applied, and particularly, the multi-arch tunnel becomes a construction form which is preferentially selected in the construction of the medium-short tunnel.
The vibration damage caused by tunnel rock mass excavation blasting is always a focus problem of attention of underground engineering and blasting engineering, but the topography of China is complex and various, the special geological conditions that the tunnel rock mass excavation blasting can be smoothly advanced by blasting are not lacking, and in the special tunnel engineering such as a multi-arch tunnel, the vibration damage caused by tunnel excavation blasting is more prominent due to the limitation of engineering and blasting environmental conditions.
Conventional multi-arch tunnel excavation working surfaces are more, the working surfaces are mutually staggered, continuous blasting construction leads to the occurrence of defects such as preliminary support deformation of a preceding tunnel, even cracking of a second lining and the like, and sometimes even a non-blasting method is required to be adopted for tunnel excavation so as to avoid the occurrence of blasting vibration hazard, and the expedient can lead to the extremely reduced tunnel construction efficiency.
There are some schemes for reducing the damage of explosion vibration from the aspect of buffering protection in the industry, for example, chinese patent (publication No. CN 205936637U) for a multi-arch tunnel without intermediate wall, and a foam damping plate is disposed between a waterproof layer of a preceding hole and an initial support to achieve a damping effect. The scheme cannot avoid disturbance of the back hole blasting to the primary support of the front hole, the thickness of the foam damping plate is thicker, the primary support of the front hole is easy to invade the secondary lining limit after being deformed under the disturbance of the back hole blasting, and the secondary lining of the front hole cannot be protected after being dismantled.
There are also schemes for reducing blasting vibration hazard from the viewpoint of optimizing blasting parameters, for example, a prior hole secondary lining protection blasting system (bulletin number CN 211084969U) of a non-pilot hole multi-arch tunnel in chinese patent, and the key point of the scheme is to adjust and optimize blasting parameters such as blast hole positions, intervals, included angles with excavation surfaces, and the like, and reduce disturbance on primary supports and secondary linings of the prior hole. The scheme has the effect of reducing blasting hazard, but the prior deduction, calculation and field implementation are difficult, the actual construction is difficult to meet the precision requirement, and along with the deep tunneling work, the deformation condition of surrounding rock of the tunnel face and even the deformation rule face abrupt change at any time, so that the scheme for optimizing blasting parameters has poor adaptability and weak operability.
Disclosure of Invention
The invention fills the blank of the prior art, breaks through the traditional process of 'middle pilot tunnel excavation supporting-construction intermediate wall- (leading hole side pilot tunnel excavation supporting) -leading hole excavation supporting- (trailing hole side pilot tunnel excavation supporting) -trailing hole excavation supporting', and provides a hard rock multi-arch tunnel blasting process which fully utilizes the self structure of surrounding rock, does not need to excavate a pilot tunnel in the support, can adapt to variable actual working conditions, and has low precision requirement and strong operability from the optimization angles of tunnel face excavation areas and sequences.
The invention is realized by the following technical scheme:
a hard rock multi-arch tunnel blasting process comprises the following steps:
A. blasting, tunneling and supporting the first hole until the depth reaches X m;
B. vertically dividing the tunnel face of the backward hole into P areas, and defining each area as a 1# area, a 2# area and a 3# area … … P# area along the direction close to the forward hole, wherein P is more than or equal to 3;
C. blasting and tunneling a 1# region until the depth reaches Y m to form a 1# pilot pit, wherein Y is less than X;
D. sequentially blasting, tunneling a 2# region and a 3# region … … P# region according to the increasing sequence of the P value, and correspondingly forming a 2# pilot pit and a 3# pilot pit … … Q# pilot pit, wherein Q=P; until the depth of the Q# lead pit is Z m, the depth of the Q-1# lead pit is 2Z m, the depth of the … … # 2 lead pit is (Q-1) Z m, Z is less than or equal to Y, and (Q-1) Z+Y is less than X;
E. supporting the rear traveling hole, wherein the supporting depth is matched with the depth of the Q# pilot pit;
F. and (3) alternately repeating the step A and the step B-C-D-E, keeping the depth of the secondary lining of the preceding hole exceeding the 1# pilot pit depth N m, and keeping the depth difference of the adjacent pilot pits to be Z+/-L m until the preceding hole and the succeeding hole are communicated successively.
In the step A, a CRD method, a CD method, a three-step method or a step method is selected for construction according to the surrounding rock grade, the tunnel burial depth and the construction conditions.
In step B, the area of the 1# region is larger than the areas of the other regions, and the areas of the other regions are equal.
Further, in the step D, the specific construction sequence includes the following minor steps:
D1. blasting and tunneling a 2# region until the depth of the 2# pilot pit reaches (Q-1) Z m;
D2. blasting and tunneling the 3# region until the depth of the 3# pilot pit reaches (Q-2) Z m;
……
DQ. blasting and tunneling the Q# region until the depth of the Q# pilot pit reaches Z m.
Further, in the step D, the specific construction sequence includes the following minor steps:
D1. blasting and tunneling a 2# region until the depth of the 2# pilot pit reaches Z m;
D2. alternately blasting, tunneling a 2# region and a 3# region until the depth of the 2# pilot pit reaches Z m and the depth of the 2# pilot pit reaches 2Z m;
……
DQ. alternately blasting, tunneling the 2# region, the 3# region, … … and the Q # region until the Q # pilot depth reaches Z m, the … … 2# pilot depth reaches (Q-2) Z m, and the 1# pilot depth reaches (Q-1) Z m.
Further, X is in the range of 20 to 30.
Further, Y is in the range of 2 to 10.
Further, Z is in the range of 0.6 to 1.2.
Further, N is greater than 40.
Further, L is in the range of 0.06 to 0.14.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1. the technical scheme of the invention has wide applicability, is suitable for various multi-arch tunnels adopting blasting construction, and solves the problems of large working face, large temporary support quantity, large disturbance of blasting excavation to the prior hole, easy deformation and cracking of the prior hole primary support and the secondary lining due to blasting disturbance and the like of the existing multi-arch tunnel.
2. According to the invention, the step-type blasting excavation surface is arranged for tunneling, the step-type original surrounding rock is arranged on one side close to the preceding hole for supporting, the blasting disturbance of the preceding hole is gradually decreased by the following hole, and the blasting disturbance transferred to the preceding hole is greatly reduced.
3. The technical scheme of the invention has no high-precision requirements on blasting parameters such as the distance between blastholes, the position, the included angle between the blastholes and the excavation surface and the like, is convenient for construction, and solves the problem that the expected effect cannot be achieved due to different blasting parameters of each excavation.
4. The invention does not need to adopt extra materials and damping measures, reduces the number of unnecessary temporary supports, reduces the cost, and simultaneously avoids the problem that damping materials and the like invade the secondary lining limit due to tunnel deformation under blasting disturbance.
5. According to the technical scheme, the engineering cost is relatively low, the effect of reducing blasting disturbance is achieved only by arranging the excavation face in the early stage, and additional consumption of construction materials is not needed.
6. The invention has simple construction and easy operation, and can obviously accelerate the engineering progress under the condition of reducing disturbance of the blasting excavation of the backward hole to the forward hole.
In summary, from the optimization angles of tunneling areas and sequences of tunnel face, the invention provides a hard rock multi-arch tunnel blasting process which fully utilizes the self structure of surrounding rock, does not need to excavate a middle pilot pit for supporting, can adapt to changeable actual working conditions, has low precision requirement and strong operability, can be widely applied to the construction process of the hard rock multi-arch tunnel, reduces working faces and temporary supporting, has more flexible and convenient tunnel excavation supporting, does not need additional materials, reduces engineering cost, can carry out integral blasting excavation after the stepped section is formed, accelerates engineering progress, and has great popularization value and wide application prospect.
Drawings
The accompanying drawings, which are included to provide a further understanding of embodiments of the invention and are incorporated in and constitute a part of this application, illustrate embodiments of the invention. In the drawings:
fig. 1 is a schematic view of a tunnel in longitudinal section according to an embodiment of the present invention when p=4;
fig. 2 is a schematic horizontal cross-section of a tunnel according to an embodiment of the present invention when p=4.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the following examples and the accompanying drawings 1 and 2, wherein the exemplary embodiments of the present invention and the descriptions thereof are only for explaining the present invention and are not limiting the present invention.
A hard rock multi-arch tunnel blasting process comprises the following steps:
A. blasting, tunneling and supporting the first hole until the depth reaches X m;
B. vertically dividing the tunnel face of the backward hole into P areas, and defining each area as a 1# area, a 2# area and a 3# area … … P# area along the direction close to the forward hole, wherein P is more than or equal to 3;
C. blasting and tunneling a 1# region until the depth reaches Y m to form a 1# pilot pit, wherein Y is less than X;
D. sequentially blasting, tunneling a 2# region and a 3# region … … P# region according to the increasing sequence of the P value, and correspondingly forming a 2# pilot pit and a 3# pilot pit … … Q# pilot pit, wherein Q=P; until the depth of the Q# lead pit is Z m, the depth of the Q-1# lead pit is 2Z m, the depth of the … … # 2 lead pit is (Q-1) Z m, Z is less than or equal to Y, and (Q-1) Z+Y is less than X;
E. supporting the rear traveling hole, wherein the supporting depth is matched with the depth of the Q# pilot pit;
F. and (3) alternately repeating the step A and the step B-C-D-E, keeping the depth of the secondary lining of the preceding hole exceeding the 1# pilot pit depth N m, and keeping the depth difference of the adjacent pilot pits to be Z+/-L m until the preceding hole and the succeeding hole are communicated successively.
It should be noted that the hard rock referred to in the present invention refers to a surrounding rock of class i, class ii, class iii, class iv according to the railway tunnel design specification (TB 10003-2005) or a surrounding rock of class i, class ii, class iii, class iv according to the highway tunnel design specification (jtg_d70-2004). Hard surrounding rock excavation and tunneling are difficult, blasting means are usually needed, and continuous blasting construction of the multi-arch tunnel can cause early support deformation of the prior hole, even occurrence of damage phenomena such as cracking of the secondary lining and the like, and sometimes the tunnel excavation is even performed by adopting a non-blasting method.
The invention provides a hard rock multi-arch tunnel blasting process which fully utilizes the self structure of surrounding rock, does not need to excavate a pilot pit in supporting, can adapt to changeable actual working conditions, has low precision requirement and strong operability, can be widely applied to the construction process of the hard rock multi-arch tunnel, reduces working face and temporary supporting, has more flexible and convenient tunnel excavation supporting, does not need additional materials, reduces engineering cost, can carry out integral blasting excavation after the stepped section is formed, and accelerates engineering progress.
In the step A, a CRD method, a CD method, a three-step method or a step method is selected for construction according to the surrounding rock grade, the tunnel burial depth and the construction conditions. It can be understood that the blasting, excavation and supporting of the prior hole can be regarded as conventional tunnel treatment, so that the construction mode can be reasonably selected according to the surrounding rock grade, the tunnel burial depth and the construction conditions.
In step B, the area of the 1# region is larger than the areas of the other regions, and the areas of the other regions are equal. It can be understood that the 1# pilot pit formed by excavating the 1# region is the first tunneling space of the backward hole, and in order to form enough working space and promote the improvement of working efficiency as much as possible, the cross-sectional area of the pilot pit farthest from the forward hole can be larger, namely the area of the 1# region is larger than that of other regions; the areas of other areas are equal, so that the method is a more preferable implementation mode, the tunneling quantity of other pilot pits except the 1# pilot pit is equal each time, the material entering and exiting and the personnel arrangement are facilitated, and the coordination of the engineering progress is ensured.
When other pits except the pit 1# are excavated, at least two operation modes exist: the first is to tunnel from the pit 2# pilot pit and the pit 3# pilot pit … … to the pit Q # pilot pit one by one to a set depth, namely tunneling the pilot pit close to the pit 1# pilot pit in place and then starting tunneling of the next pilot pit; the second is from the pit # 2, pit # 3 … … to the pit # Q, each pit is completed and tunneled to the set depth almost simultaneously. Of course, two-by-two tunneling modes or a tunneling mode of spacing one pilot tunnel can also be adopted, and the first two modes are mainly adopted in engineering practice, so the following specific statements are made:
first embodiment
Further, in the step D, the specific construction sequence includes the following minor steps:
D1. blasting and tunneling a 2# region until the depth of the 2# pilot pit reaches (Q-1) Z m;
D2. blasting and tunneling the 3# region until the depth of the 3# pilot pit reaches (Q-2) Z m;
……
DQ. blasting and tunneling the Q# region until the depth of the Q# pilot pit reaches Z m.
The operation mode is one by one construction, the personnel requirement is less, but the operation efficiency is relatively low, and the operation mode is suitable for working conditions with higher hardness of surrounding rock, forms sharp attack and breaks each time.
Second embodiment
Further, in the step D, the specific construction sequence includes the following minor steps:
D1. blasting and tunneling a 2# region until the depth of the 2# pilot pit reaches Z m;
D2. alternately blasting, tunneling a 2# region and a 3# region until the depth of the 2# pilot pit reaches Z m and the depth of the 2# pilot pit reaches 2Z m;
……
DQ. alternately blasting, tunneling the 2# region, the 3# region, … … and the Q # region until the Q # pilot depth reaches Z m, the … … 2# pilot depth reaches (Q-2) Z m, and the 1# pilot depth reaches (Q-1) Z m.
The operation mode is complete and has high operation efficiency, but the number of operators is more, the operation mode is suitable for the working condition of slightly low hardness of surrounding rock, and the multi-point tapping force is formed and the operation is fast to push.
The setting and selection of the parameters are shown in the following examples, and can be reasonably selected according to the situation in actual engineering.
X is in the range of 20 to 30.X is the depth of the preceding hole blasting, tunneling and supporting, is set to be 20-30 m for having enough safety distance with the following hole, is specifically determined according to surrounding rock grade, tunnel burial depth, construction conditions and the like, and can be adjusted along with different tunnel sections.
Y ranges from 2 to 10.Y is the first tunneling depth of the No. 1 pilot tunnel, and is a smaller value when the surrounding rock grade is higher, and is a larger value when the surrounding rock grade is lower; in view of the specification of the support form, a more preferable range is 4.5 to 5.6.
Z ranges from 0.6 to 1.2.Z is the depth difference between adjacent pilot pits, namely the depth of single tunneling of each pilot pit, and is set to be 0.6-1.2 in order to ensure the stability of each pilot pit and avoid disturbance to the preceding pit.
N is greater than 40.N is the depth of the leading 1# pilot pit of the position where the secondary lining of the preceding hole is located, and in order to avoid disturbance and influence on the preceding hole caused by the pilot pit of the following hole during blasting, a larger safety distance is set, namely the depth of the secondary lining of the preceding hole leads the 1# pilot pit by at least forty meters.
L is in the range of 0.06 to 0.14. The tolerance of L is Z, because the tunnel construction must have a certain error, the depth of each pilot tunnel tunneling or the depth difference of adjacent pilot tunnels is not strictly controlled at the Z value, but a reasonable fluctuation range is set, and the tolerance range can be preferably set to be less than 0.1 when facing lower-grade surrounding rocks.
It is noted that relational terms such as first and second, and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus.
It will be appreciated that the terms "longitudinal," "transverse," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like indicate or are based on the orientation or positional relationship shown in the drawings, merely to facilitate describing the present invention, and do not indicate or imply that the components or mechanisms referred to must have a particular orientation, be configured and operated in a particular orientation, and thus are not to be construed as limiting the present invention.
The foregoing detailed description of the preferred embodiments has been provided for the purpose of illustrating the general principles of the invention, and is recognized as a matter of course, not necessarily the preferred embodiment for practicing the invention, but rather the following claims should be construed as covering all such modifications, equivalents, alternatives, and improvements as may fall within the spirit and principles of the invention.
Claims (10)
1. The hard rock multi-arch tunnel blasting process is characterized by comprising the following steps of:
A. blasting, tunneling and supporting the preceding hole until the depth reaches Xm;
B. vertically dividing the tunnel face of the backward hole into P areas, and defining each area as a 1# area, a 2# area and a 3# area … … P# area along the direction close to the forward hole, wherein P is more than or equal to 3;
C. blasting and tunneling a 1# region until the depth reaches Ym to form a 1# pilot pit, wherein Y is less than X;
D. sequentially blasting, tunneling a 2# region and a 3# region … … P# region according to the increasing sequence of the P value, and correspondingly forming a 2# pilot pit and a 3# pilot pit … … Q# pilot pit, wherein Q=P; until the depth of the Q# pilot pit is Zm, the depth of the Q-1# pilot pit is 2Zm, the depth of the … … # pilot pit is (Q-1) Zm, (Q-1) Z is less than or equal to Y, (Q-1) Z+Y is less than X;
E. supporting the rear traveling hole, wherein the supporting depth is matched with the depth of the Q# pilot pit;
F. the step A and the step B-C-D-E are alternately repeated, the depth of the secondary lining of the preceding hole exceeds the 1# pilot pit depth Nm, and the depth difference of the adjacent pilot pits is kept to be Z+/-Lm until the preceding hole and the succeeding hole are communicated successively;
l is the tolerance of Z.
2. The hard rock multi-arch tunnel blasting process according to claim 1, wherein in the step a, a CRD method, a CD method, a three-step method or a step method is selected for construction according to the surrounding rock grade, the tunnel burial depth and the construction conditions.
3. The hard rock multi-arch tunnel blasting process according to claim 1, wherein in the step B, the area of the 1# region is larger than the areas of the other regions, and the areas of the other regions are equal.
4. The hard rock multi-arch tunnel blasting process according to claim 1, wherein in the step D, the specific construction sequence comprises the following steps:
D1. blasting and tunneling a 2# area until the depth of the 2# pilot pit reaches (Q-1) Zm;
D2. blasting and tunneling a 3# region until the depth of the 3# pilot pit reaches (Q-2) Zm;
……
DQ. blasting and tunneling the Q# region until the depth of the Q# pilot pit reaches Zm.
5. The hard rock multi-arch tunnel blasting process according to claim 1, wherein in the step D, the specific construction sequence comprises the following steps:
D1. blasting and tunneling a 2# region until the depth of the 2# pilot pit reaches Zm;
D2. alternately blasting, tunneling a 2# region and a 3# region until the depth of the 3# pilot pit reaches Zm and the depth of the 2# pilot pit reaches 2Zm;
……
DQ. alternately blasting, tunneling the 2# region, the 3# region, … … and the Q # region until the Q # pilot depth reaches Zm, the … … 3# pilot depth reaches (Q-2) Zm, and the 2# pilot depth reaches (Q-1) Zm.
6. A hard rock multi-arch tunnel blasting process according to any of claims 1 to 5, wherein X is in the range 20 to 30.
7. The hard rock multi-arch tunnel blasting process of claim 6, wherein Y ranges from 2 to 10.
8. The hard rock multi-arch tunnel blasting process of claim 7, wherein Z ranges from 0.6 to 1.2.
9. A hard rock multi-arch tunnel blasting process according to claim 8, wherein N is greater than 40.
10. The hard rock multi-arch tunnel blasting process of claim 9, wherein L ranges from 0.06 to 0.14.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111234540.2A CN113818888B (en) | 2021-10-22 | 2021-10-22 | Hard rock multi-arch tunnel blasting process |
| ZA2021/10936A ZA202110936B (en) | 2021-10-22 | 2021-12-24 | Blasting technology for hard rock multi-arch tunnels |
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| CN202111234540.2A CN113818888B (en) | 2021-10-22 | 2021-10-22 | Hard rock multi-arch tunnel blasting process |
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| CN113818888B true CN113818888B (en) | 2024-03-26 |
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| ZA202110936B (en) | 2022-03-30 |
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