CN112577377A - Large-section soft rock tunnel mechanized construction overbreak and underexcavation control method - Google Patents
Large-section soft rock tunnel mechanized construction overbreak and underexcavation control method Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 71
- 238000010276 construction Methods 0.000 title claims abstract description 30
- 238000000034 method Methods 0.000 title claims abstract description 29
- 238000005422 blasting Methods 0.000 claims abstract description 49
- 238000005553 drilling Methods 0.000 claims abstract description 40
- 238000009412 basement excavation Methods 0.000 claims abstract description 27
- 230000005641 tunneling Effects 0.000 claims abstract description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 33
- 239000002360 explosive Substances 0.000 claims description 19
- 238000005520 cutting process Methods 0.000 claims description 17
- 238000012360 testing method Methods 0.000 claims description 12
- 230000002093 peripheral effect Effects 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 8
- 239000010959 steel Substances 0.000 claims description 8
- 230000008878 coupling Effects 0.000 claims description 6
- 238000010168 coupling process Methods 0.000 claims description 6
- 238000005859 coupling reaction Methods 0.000 claims description 6
- 238000010586 diagram Methods 0.000 claims description 5
- 238000005336 cracking Methods 0.000 claims description 4
- 230000000694 effects Effects 0.000 claims description 4
- 239000000839 emulsion Substances 0.000 claims description 4
- 230000001186 cumulative effect Effects 0.000 claims description 2
- 238000009826 distribution Methods 0.000 claims description 2
- 239000000428 dust Substances 0.000 claims description 2
- 238000009825 accumulation Methods 0.000 abstract description 2
- 125000004122 cyclic group Chemical group 0.000 description 6
- 210000000887 face Anatomy 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000010079 rubber tapping Methods 0.000 description 2
- 239000002893 slag Substances 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 1
- 230000001627 detrimental effect Effects 0.000 description 1
- 239000003814 drug Substances 0.000 description 1
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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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- 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
- E21D9/10—Making by using boring or cutting machines
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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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Abstract
The invention relates to a large-section soft rock tunnel mechanized construction super-under-excavation control method, which mainly comprises the steps of determining arrangement of blast holes through dynamic adjustment, enabling drilling equipment to be tightly attached to a surrounding rock surface, determining the position and the angle of the surrounding rock open hole, carrying out primary support and energy accumulation blasting after the position and the angle of the surrounding rock open hole are determined, further completing large-section soft rock tunnel mechanized construction super-under-excavation control, effectively controlling the super-under-excavation of a tunnel, reducing disturbance of blasting on the surrounding rock, accelerating the tunneling speed, controlling the construction cost, enabling the super-under-excavation value to reach the optimal value, and effectively avoiding the tunnel excavation from being influenced by the limit of the service level of operators.
Description
Technical Field
The invention relates to the field of tunnel engineering construction, in particular to a large-section soft rock tunnel mechanized construction super-undermining control method.
Background
The tunnel overbreak will have a detrimental effect on the stability of the surrounding rock. The phenomenon of super underexcavation appears in tunnel excavation makes tunnel profile surface unevenness, and is out of round and smooth, produces stress concentration phenomenon easily, causes the tunnel easily to take place harm such as collapse, rib stripping. And part of the overbreak phenomenon is caused by overlarge loading, and at the moment, the impact action generated by blasting can cause the relaxation of the surrounding rock, which is not beneficial to protecting the original bearing capacity of the surrounding rock. When the over-excavation phenomenon occurs, the backfill quality is difficult to be effectively ensured in the actual construction process. Particularly, for the arch crown and the arch waist of the tunnel, the backfilling is difficult to be dense due to construction reasons, and as a result, the contact between the support and the surrounding rock is not dense, and gaps or even larger cavities exist. The surrounding rock and the support are in a point contact state due to the gaps and the holes, the deformation of the surrounding rock is difficult to limit, and the surrounding rock is excessively deformed or even collapsed.
Disclosure of Invention
The invention provides a large-section soft rock tunnel mechanized construction overbreak and underbreak control method, which aims at solving the problem of overbreak and underbreak of tunnels in the existing construction.
The technical scheme adopted by the invention is as follows:
a large-section soft rock tunnel mechanized construction overbreak and underbreak control method comprises the following steps:
(1) dynamically adjusting and determining a blast hole arrangement diagram;
(2) the drilling equipment is tightly attached to the surrounding rock surface, the opening position and angle of the surrounding rock are determined, and the difference between the distances from the top and the bottom of the same drilling hole to the cross section of the tunnel is controlled to be less than 300 mm;
(3) after the open hole position and angle of the surrounding rock are determined, primary support is carried out, and the distance between a support steel frame of the primary support and the face is not more than 3 m;
(4) blasting by using an energy-accumulating pipe 2 after primary support is finished, and if the half-hole rate after blasting is less than 70%, grooving on the existing drill hole along the contour line of the drill hole to form a groove hole with a pre-splitting angle, and blasting by using energy-accumulating water pressure; if the difference of the distances from the top and the bottom of the same drilled hole to the cross section of the tunnel is greater than 150mm and the difference of the overexcavation distance and the underexcavated distance is greater than 150mm, a drill bit with a larger diameter is adopted to drill the underexcavated section, so that the diameter of the drilled hole of the underexcavated section is greater than that of the underexcavated section and is smaller than that of the overexcavation section, or the cross section of the energy-collecting pipe 2 of the underexcavated section is greater than that of the energy-collecting pipe 2 of the overexcavation section to explode the energy-collecting pipe 2, and further the mechanized construction.
Further, the specific implementation process of dynamically adjusting and determining the arrangement of the blastholes in the step (1) is as follows:
(1.1) determining the arrangement of blastholes according to an empirical value of a class-comparison method by primary blasting;
(1.2) drilling holes in the surrounding rock, wherein the hole diameter is consistent with the construction hole diameter, the depth is the tunneling depth, the energy-gathering pipe 2 and a common emulsion explosive are respectively placed, the cutting depth is measured, the energy-gathering coefficient lambda of the energy-gathering pipe 2 in a test is further determined, and the blasting effect is evaluated;
(1.3) carrying out dynamic test on the equal difference distribution in the range of 0.8-1.2m of the arrangement distance L of the cumulative blasting blastholes according to the rule that the blasthole distance of the peripheral holes is lambda multiplied by 0.5 multiplied by L, finishing test blasting, and adjusting the blasthole arrangement by taking the minimum overexcavation value and the minimum underexcavation value as targets.
Further limiting, wherein the energy-gathering coefficient lambda is the ratio of the rock cutting depth of the energy-gathering pipe 2 with the same dosage to the rock cutting depth of a common cartridge, and the cutting depth is the rock cracking depth after blasting; λ is 1-2.
Further limiting, the step (2) is specifically as follows:
(2.1) the drilling equipment is tightly attached to the surrounding rock surface, and the open hole position is determined according to the arrangement of the determined blast holes adjusted in the step (1);
(2.2) determining the open-hole angle according to the minimum difference between the distances projected from the top and the bottom of the same drilled hole to the section of the tunnel under the field conditions, controlling the difference between the distances projected from the top and the bottom of the same drilled hole to the section of the tunnel to be smaller than 300mm, and ensuring that the drill rod is tightly attached to the rock surface and the vehicle body is tightly attached to the excavation surface when the three-arm rock drilling jumbo is used for drilling, so that the angle of the drill rod meets the requirement of the open-hole angle.
Further defined, the energy-gathered water pressure of the step (4)The blasting conditions were: after hydraulic blasting, the water pressure is not lower than 200MPa, and the dust concentration in the tunnel is not more than 0.095mg/m3。
Further, the charge control method in the step (4) during blasting of the energy collecting pipe 2 is as follows:
a. for peripheral holes, air-spaced non-coupled charging is adopted, 1 water-saving bag 1 is filled at the bottom of a blast hole before charging, an explosive fuse is detonated, then the explosive fuse is inserted into a cartridge at the bottom of the hole, explosives are uniformly distributed and loaded into the blast hole, 2 water-saving bags 1 are filled at a position 80cm away from the hole opening after charging, and the water-saving bags are blocked by stemming 3;
b. for the underholing hole, continuous coupling charging is adopted, 1-section water bag 1 is filled at the hole bottom of the blast hole before charging, a detonator is embedded into a hole bottom explosive roll, an energy-gathering hole faces to the direction of an orifice, 4-section water bag 1 is filled after charging is finished, stemming is carried out by using stemming 3, and the length ratio of the water bag 1 to the stemming 3 is 3/4;
c. for the tunneling hole, the slot expanding hole, the auxiliary hole, the two holes and the bottom plate hole, a continuous coupling charge method is adopted, 1-section water bag 1 is filled at the hole bottom of the blast hole before charge, the detonator is embedded into a hole bottom explosive roll, the energy-gathering hole faces to the direction of the hole opening, 3-section water bag 1 is filled after charge is finished, and stemming is carried out by using stemming 3.
Compared with the prior art, the invention has the beneficial effects that:
the invention effectively controls the over-under excavation of the tunnel, reduces the disturbance of blasting on the surrounding rock, accelerates the tunneling speed, controls the construction cost, enables the over-under excavation value to reach the optimal value, and effectively avoids the tunnel excavation from being influenced by the limit of the service level of operators through dynamic shot hole arrangement adjustment, three-arm rock drilling jumbo positioning, drilling precision and directional energy accumulation blasting multi-link connection control and parameter adjustment through over-under excavation measurement feedback.
Drawings
Figure 1 is a schematic view of a perimeter eye charge.
Fig. 2 is a schematic view of the charge of a slotted eye.
Fig. 3 is a schematic diagram of the charge of the tunneling eye, the slot expanding eye, the auxiliary eye, the two eyes and the bottom plate eye.
Detailed Description
In order to make the objects, technical solutions and advantages of the present application more apparent, the present application is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the application, i.e., the embodiments described are only a subset of, and not all embodiments of the application.
Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments of the present application without making any creative effort, shall fall within the protection scope of the present application.
It is noted that relational terms such as the terms "step (1)" and "step (2)", "step (3)", and the like may be used solely to distinguish one operation from another without necessarily requiring or implying any actual such relationship or order between such operations. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a device comprising a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such device.
The technical solution of the present invention will be further explained with reference to the accompanying drawings and examples.
Example 1
A large-section soft rock tunnel mechanized construction overbreak and underexcavation control method is mainly realized by the following steps:
(1) dynamically adjusting and determining a blast hole arrangement diagram, specifically:
(1.1) determining the arrangement of blastholes by first blasting according to similar experience of a class-comparison method;
(1.2) drilling holes in the surrounding rock, wherein the hole diameter is consistent with the construction hole diameter, the depth is the tunneling depth, the energy-gathering pipe 2 and a common emulsion explosive are respectively placed, the cutting depth is measured, the energy-gathering coefficient lambda of the energy-gathering pipe 2 in a test is further determined, and the blasting effect is evaluated;
the energy-gathering coefficient lambda is the ratio of the cutting depth of the energy-gathering tube 2 with the same dosage to the cutting depth of the common cartridge, and the cutting depth is the cracking depth of the blasted rock; λ ═ 1.
(1.3) dynamically testing under the condition that the arrangement distance L of the energy-gathered blasting blastholes respectively takes values of 0.8m, 0.85m, 0.9m, 0.95m, 1.0m, 1.05m, 1.1m, 1.15m and 1.2m according to the rule that the blasthole distance of peripheral holes is lambda multiplied by 0.5 multiplied by L, completing test blasting, and adjusting the arrangement of the blastholes by taking the minimum overbreak value and the minimum underbreak value as targets.
(2) The drilling equipment is tightly attached to the surrounding rock surface, the opening position and angle of the surrounding rock are determined, and the difference between the distances from the top and the bottom of the same drilling hole to the cross section of the tunnel is controlled to be less than 300 mm; if the three-arm rock drilling trolley is adopted, a measure that a drill rod is tightly attached to a rock surface is adopted, the distance between the primary support steel frame and a tunnel face is properly widened, the width is 1-2 drilling distances, and the huge body of the three-arm rock drilling trolley is ensured to be tightly attached to an excavation surface as much as possible so as to ensure the angle control of the drill rod. For the three-arm drill jumbo, in the construction stage, if the peripheral holes cannot be tightly attached to the primary support surface when being drilled, the blast hole angle is increased compared with the manual operation control difficulty, and the blast hole angle cannot meet the blasting requirement, so that the over-under-excavation phenomenon is serious. According to the use condition of machinery, after the cyclic blasting finishes slag tapping, the next cyclic blasthole drilling is firstly carried out, then the cyclic support operation is carried out, the primary support limitation is avoided, and the blasthole angle of the three-arm drill jumbo is accurately controlled relatively.
(3) And (3) carrying out preliminary bracing after determining the open hole position and angle of the surrounding rock, and on the premise of ensuring the stability of the surrounding rock, monitoring the deformation of the surrounding rock in a region with the distance between a supporting steel frame of the preliminary bracing and a tunnel face being not more than 3m and the distance between the supporting steel frame and the tunnel face being 1-2 blasting drilling holes, so as to ensure the safety, ensure the construction safety and accurately control the drilling positioning.
(4) Blasting by using an energy-collecting pipe 2 after primary support is finished, when the half-hole rate after blasting is less than 70%, grooving is performed on an existing drill hole along the contour line of the drill hole to form a groove hole with a pre-splitting angle, then blasting by using energy-collecting water pressure, the water bags 1 are arranged at two ends of the energy-collecting pipe 2, 1 water bag 1 is arranged at the bottom of the drill hole, more than 2 water bags 1 are arranged at the top of the drill hole, if the distance difference between the top and the bottom of the same drill hole projected to the cross section of the tunnel is more than 150mm, and the difference between the overexcavation distance and the underexcavation distance is more than 150mm, re-drilling is performed on the drill hole of the underexcavated section by using a drill bit with a larger diameter, so that the diameter of the drill hole of the underexcavated section is larger than the diameter of the overexcavation section, or the cross section of the energy-collecting pipe 2 of the underexcavated;
the charge control method during blasting of the energy-collecting pipe 2 comprises the following steps:
a. peripheral eye
The coefficient of decoupling, i.e. the ratio of the diameter d of the hole to the diameter d of the charge to be loaded into the hole, should generally be greater than 2 and at least not less than 1.5, using air-spaced, uncoupled charges. For the drilled holes with the diameter of 38-42 mm, the diameter of the cartridge can not exceed 25mm, and is preferably below 20 mm. Detonating a detonating cord, inserting the detonating cord into a hole bottom cartridge, uniformly distributing and loading explosives into blast holes, generally slightly increasing the bottom explosive amount in order to overcome the resistance of bottom blast holes, uniformly arranging the rest explosives according to 10 cm/section, loading 1 section of water bag 1 with the length of about 20cm at the bottom of the blast hole before loading, loading 2 sections of water bag 1 at the position 80cm away from a hole opening after loading, and finally blocking stemming 3, as shown in figure 1.
b. Cutting hole
The slotted hole adopts continuous coupling charge, the detonator is embedded into the hole bottom explosive roll, and the energy-gathering hole faces to the direction of the hole opening. Referring to fig. 2, before charging, 1 section of water bag 1 with the length of about 20cm is filled at the bottom of the hole of the blast hole, and after charging, 4 sections of water bag 1 are filled, and finally stemming 3 is carried out, wherein the length ratio of the water bag 1 to the stemming 3 is preferably 3/4.
c. Tunneling eye, slot expanding eye, auxiliary eye, two platform eyes and bottom plate eye
The continuous coupling charging method is adopted, the detonator is embedded into the hole bottom explosive roll, and the energy-gathering holes face to the direction of the hole opening. Referring to fig. 3, before charging, 1 section of water bag 1 with the length of about 20cm is filled at the bottom of the hole of the blast hole, and after charging, 3 sections of water bag 1 are filled, and then stemming 3 is carried out, wherein the length ratio of the water bag 1 to the stemming 3 is preferably 3/4.
Example 2
For the example of IV-grade surrounding rock, when underexcavation and overbreak occur more in the tunnel excavation process, the specific control method for the mechanized construction of the large-section soft rock tunnel overbreak and underexcavation is realized by the following steps:
(3) and (3) carrying out preliminary bracing after determining the open hole position and angle of the surrounding rock, and on the premise of ensuring the stability of the surrounding rock, monitoring the deformation of the surrounding rock in a region with the distance between a supporting steel frame of the preliminary bracing and a tunnel face being not more than 3m and the distance between the supporting steel frame and the tunnel face being 1-2 blasting drilling holes, so as to ensure the safety, ensure the construction safety and accurately control the drilling positioning.
(1): dynamically adjusting and determining a blast hole arrangement diagram;
(1.1) determining the arrangement of blastholes by first blasting according to similar experience of a class-comparison method;
(1.2) drilling holes in the surrounding rock, wherein the hole diameter is consistent with the construction hole diameter, the depth is the tunneling depth, the energy-gathering pipe 2 and a common emulsion explosive are respectively placed, the cutting depth is measured, the energy-gathering coefficient lambda of the energy-gathering pipe 2 in a test is further determined, and the blasting effect is evaluated;
the energy-gathering coefficient lambda is the ratio of the cutting depth of the energy-gathering tube 2 with the same dosage to the cutting depth of the common cartridge, and the cutting depth is the cracking depth of the blasted rock; λ ═ 2.
(1.3) dynamically testing under the condition that the arrangement distance L of the energy-gathering blasting blastholes respectively takes values of 0.8m, 0.9m, 1.0m, 1.1m and 1.2m according to the rule that the blasthole distance of peripheral holes is lambda multiplied by 0.5 multiplied by L, completing test blasting, and adjusting the blasthole arrangement by taking the minimum overbreak value and the minimum underbreak value as targets.
(2): the drilling equipment is tightly attached to the surrounding rock surface, the opening position and angle of the surrounding rock are determined, and the difference between the distances from the top and the bottom of the same drilling hole to the cross section of the tunnel is controlled to be less than 300 mm; if the three-arm rock drilling trolley is adopted, a measure that a drill rod is tightly attached to a rock surface is adopted, the distance between the primary support steel frame and a tunnel face is properly widened, the width is 1-2 drilling distances, and the huge body of the three-arm rock drilling trolley is ensured to be tightly attached to an excavation surface as much as possible so as to ensure the angle control of the drill rod. For the three-arm drill jumbo, in the construction stage, if the peripheral holes cannot be tightly attached to the primary support surface when being drilled, the blast hole angle is increased compared with the manual operation control difficulty, and the blast hole angle cannot meet the blasting requirement, so that the over-under-excavation phenomenon is serious. According to the use condition of machinery, after the cyclic blasting finishes slag tapping, the next cyclic blasthole drilling is firstly carried out, then the cyclic support operation is carried out, the primary support limitation is avoided, and the blasthole angle of the three-arm drill jumbo is accurately controlled relatively.
(4): after primary support is finished, blasting by using an energy-collecting pipe 2, when the half-hole rate after blasting is less than 70%, grooving is performed on an existing drill hole along the contour line of the drill hole to form a groove hole with a pre-splitting angle, then blasting by using energy-collecting water pressure, the water bags 1 are arranged at two ends of the energy-collecting pipe 2, 1 water bag 1 is arranged at the bottom of the drill hole, more than 2 water bags 1 are arranged at the top of the drill hole, if the difference between the distances of the top and the bottom of the same drill hole projected to the cross section of a tunnel is greater than 150mm, and when the difference between the overexcavation distance and the underexcavation distance is greater than 150mm, re-drilling is performed on the underexcavated section by using a drill bit with a larger diameter, so that the diameter of the underexcavated section is greater than the diameter of the overexcavation section and smaller, or the cross section of the energy-collecting pipe 2 is greater.
The specific parameters in this embodiment are selected or determined according to the selection criteria of embodiment 1.
And when the tunnel excavation process has more underexcavation and more overbreak or the whole tunnel excavation process has more underexcavation, the overbreak and overbreak control is realized according to the steps of the embodiment 2.
This application arranges, drilling equipment hugs closely the country rock face through scientific big gun hole, confirms country rock position of opening and angle, and drilling precision, directional energy gathering explode, adjustment surpass owe to dig the drilling thickness, and the medicine volume arranges in the drilling and carries out a circulation, through surpassing owe to dig the measurement feedback, carries out parameter adjustment, accomplishes surpass owe and dig the control.
Claims (6)
1. A large-section soft rock tunnel mechanized construction overbreak and underbreak control method is characterized by comprising the following steps:
(1) dynamically adjusting and determining a blast hole arrangement diagram;
(2) the drilling equipment is tightly attached to the surrounding rock surface, the opening position and angle of the surrounding rock are determined, and the difference between the distances from the top and the bottom of the same drilling hole to the cross section of the tunnel is controlled to be less than 300 mm;
(3) after the open hole position and angle of the surrounding rock are determined, primary support is carried out, and the distance between a support steel frame of the primary support and the face is not more than 3 m;
(4) blasting by using an energy-accumulating pipe after primary support is finished, and if the half-hole rate after blasting is less than 70%, grooving on the existing drill hole along the contour line of the drill hole to form a groove hole with a pre-splitting angle, and blasting by using energy-accumulating water pressure; if the difference of the distances from the top and the bottom of the same drilled hole to the cross section of the tunnel is greater than 150mm, and the difference of the over-excavation distance and the under-excavation distance is greater than 150mm, re-drilling is performed on the drilled hole of the under-excavation section by adopting a drill bit with a larger diameter, so that the diameter of the drilled hole of the under-excavation section is greater than that of the over-excavation section and is smaller, or the cross section of the energy-collecting pipe of the under-excavation section is greater than that of the energy-collecting pipe of the over-excavation section for energy-collecting pipe blasting, and then the over.
2. The mechanized construction overbreak and underexcavation control method for the large-section soft rock tunnel according to claim 1, wherein the step (1) of dynamically adjusting to determine the arrangement of the blastholes is implemented by the following steps:
(1.1) determining the arrangement of blastholes according to an empirical value of a class-comparison method by primary blasting;
(1.2) drilling holes in the surrounding rock, wherein the hole diameter is consistent with the construction hole diameter, the depth is the tunneling depth, energy-collecting pipes and common emulsion explosives are respectively placed, the cutting depth is measured, the energy-collecting coefficient lambda of the energy-collecting pipes tested by a test is further determined, and the blasting effect is evaluated;
(1.3) carrying out dynamic test on the equal difference distribution in the range of 0.8-1.2m of the arrangement distance L of the cumulative blasting blastholes according to the rule that the blasthole distance of the peripheral holes is lambda multiplied by 0.5 multiplied by L, finishing test blasting, and adjusting the blasthole arrangement by taking the minimum overexcavation value and the minimum underexcavation value as targets.
3. The mechanized construction super-undermining control method for the large-section soft rock tunnel according to claim 2, wherein the energy-gathering coefficient lambda is the ratio of the cutting depth of the rock of the energy-gathering pipe with the same dosage to the cutting depth of the rock of a common cartridge, and the cutting depth is the cracking depth of the rock after blasting; λ is 1-2.
4. The mechanized construction super-undermining control method for the large-section soft rock tunnel according to any one of claims 1 to 3, wherein the step (2) is specifically as follows:
(2.1) the drilling equipment is tightly attached to the surrounding rock surface, and the open hole position is determined according to the arrangement of the determined blast holes adjusted in the step (1);
(2.2) determining the open-hole angle according to the minimum difference between the distances projected from the top and the bottom of the same drilled hole to the section of the tunnel under the field conditions, controlling the difference between the distances projected from the top and the bottom of the same drilled hole to the section of the tunnel to be smaller than 300mm, and ensuring that the drill rod is tightly attached to the rock surface and the vehicle body is tightly attached to the excavation surface when the three-arm rock drilling jumbo is used for drilling, so that the angle of the drill rod meets the requirement of the open-hole angle.
5. The mechanized construction overbreak and underexcavation control method for the large-section soft rock tunnel according to claim 4, wherein the conditions of the energy-gathered hydraulic blasting of the step (4) are as follows: after hydraulic blasting, the water pressure is not lower than 200MPa, and the dust concentration in the tunnel is not more than 0.095mg/m3。
6. The mechanized construction overbreak and underexcavation control method of the large-section soft rock tunnel according to claim 4, wherein the charge control method in the step (4) during the blasting of the energy-collecting pipes is as follows:
a. for the peripheral holes, air-spaced non-coupled charging is adopted, 1-section water bag is filled at the hole bottom of the blasthole before charging, an explosive fuse is detonated, then the explosive fuse is inserted into a bottom explosive roll, the explosives are uniformly distributed and loaded into the blasthole, 2-section water bags are filled at a position 80cm away from the hole opening after charging, and the blasthole is blocked by stemming;
b. for the cut hole, continuous coupling charging is adopted, 1 section of water bag is filled at the hole bottom of the blast hole before charging, the detonator is embedded into a charge roll at the hole bottom, the energy-gathering hole faces the direction of the hole opening, 4 sections of water bags are filled after charging is finished, stemming is used, and the length ratio of the water bag to the stemming is 3/4;
c. for the driving hole, the slot expanding hole, the auxiliary hole, the two holes and the bottom plate hole, a continuous coupling charge method is adopted, 1-section water bag is filled at the hole bottom of the blast hole before charge, the detonator is embedded into a hole bottom explosive roll, the energy-gathering hole faces to the direction of the hole opening, 3-section water bags are filled after charge is finished, and stemming is carried out by using stemming.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113758389A (en) * | 2021-09-22 | 2021-12-07 | 中交路桥华南工程有限公司 | Blast hole charging structure for energy-gathered water pressure blasting |
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| CN115468463B (en) * | 2022-06-20 | 2023-06-20 | 西南交通大学 | Blasting construction method for controlling super-undermining |
| CN117171863A (en) * | 2023-11-02 | 2023-12-05 | 长江勘测规划设计研究有限责任公司 | Design method of variable-diameter type water delivery tunnel for reducing large deformation of soft rock |
| CN117171863B (en) * | 2023-11-02 | 2024-02-13 | 长江勘测规划设计研究有限责任公司 | Design method of variable-diameter type water delivery tunnel for reducing large deformation of soft rock |
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