CN117968475A - Rock deep foundation pit blasting vibration reduction method - Google Patents
Rock deep foundation pit blasting vibration reduction method Download PDFInfo
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- CN117968475A CN117968475A CN202410162166.7A CN202410162166A CN117968475A CN 117968475 A CN117968475 A CN 117968475A CN 202410162166 A CN202410162166 A CN 202410162166A CN 117968475 A CN117968475 A CN 117968475A
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- 238000005422 blasting Methods 0.000 title claims abstract description 73
- 239000011435 rock Substances 0.000 title claims abstract description 59
- 230000009467 reduction Effects 0.000 title claims abstract description 37
- 238000000034 method Methods 0.000 title claims abstract description 23
- 238000013016 damping Methods 0.000 claims abstract description 97
- 239000002360 explosive Substances 0.000 claims abstract description 34
- 238000012544 monitoring process Methods 0.000 claims abstract description 20
- 230000008878 coupling Effects 0.000 claims abstract description 4
- 238000010168 coupling process Methods 0.000 claims abstract description 4
- 238000005859 coupling reaction Methods 0.000 claims abstract description 4
- 238000013461 design Methods 0.000 claims description 11
- 239000004927 clay Substances 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 6
- 239000000839 emulsion Substances 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 3
- 230000035939 shock Effects 0.000 abstract description 7
- 238000010276 construction Methods 0.000 description 19
- 101150054854 POU1F1 gene Proteins 0.000 description 15
- 238000004880 explosion Methods 0.000 description 10
- 229920000915 polyvinyl chloride Polymers 0.000 description 10
- 239000004800 polyvinyl chloride Substances 0.000 description 10
- 230000006872 improvement Effects 0.000 description 9
- 238000002955 isolation Methods 0.000 description 5
- 230000007547 defect Effects 0.000 description 4
- 230000001934 delay Effects 0.000 description 3
- 238000005474 detonation Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000003999 initiator Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000000977 initiatory effect Effects 0.000 description 2
- 230000037452 priming Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
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- 230000002035 prolonged effect Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
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Abstract
The invention discloses a rock deep foundation pit blasting vibration reduction method, which comprises the following steps: dividing a vibration damping hole layout area between a rock deep foundation pit and a subway tunnel; arranging vibration damping holes in the vibration damping hole arrangement area, wherein the vibration damping holes are perpendicular to the ground surface and are arranged along the length direction of the subway tunnel, and the arrangement shape of the vibration damping holes is plum blossom shape; arranging blast holes at the deep rock foundation pit, filling explosive in the blast holes, and adopting a continuous coupling charging structure in the charging structure; a detonating tube is arranged in each blast hole, a digital electronic detonator is connected with a booster network by adopting a micro-delay in the hole and externally connected with the hole, the booster is connected with the explosive by the detonating tube and the digital electronic detonator for booster, and the booster is used for blasting; and setting monitoring points at the subway tunnel, monitoring vibration during blasting of the rock deep foundation pit, and adjusting related blasting parameters according to a real-time blasting vibration monitoring result. According to the invention, through arranging the vibration damping holes in the plum blossom type arrangement mode, the peak amplitude of vibration, the intensity and the range of shock waves can be reduced, and the influence on surrounding structures is reduced.
Description
Technical Field
The invention relates to the technical field of blasting construction, in particular to a rock deep foundation pit blasting vibration reduction method.
Background
With the rapid development of urban modernization progress, urban land resources are becoming scarce, and reasonable development and utilization of underground space resources have become an important approach for sustainable development of future cities. The coastal areas are mainly composed of granite strata, and the situation of encountering hard strata in the process of excavating a deep foundation pit is more common, so that the blasting method is widely applied to the deep foundation pit engineering of the hard strata due to the characteristics of economy, high efficiency and rapidness. However, the urban rock deep foundation pit periphery is often accompanied by the phenomena of crisscross subway tunnels, starry chess cloth of building (construction) and complicated municipal pipelines. Surrounding rock deformation and stress redistribution can be caused by rock deep foundation pit blasting construction, dynamic disturbance, damage and even structural damage of different degrees are easily caused to adjacent subway tunnels, and the operation safety of the subway tunnels is seriously endangered.
There is thus a need for improvements and improvements in the art.
Disclosure of Invention
In view of the shortcomings of the prior art, the invention aims to provide a rock deep foundation pit blasting vibration reduction method, which aims to solve the problems that surrounding rock deformation and stress redistribution are caused by rock deep foundation pit blasting construction in the prior art, dynamic disturbance, damage and even structural damage of different degrees are easy to be caused to adjacent subway tunnels, and the operation safety of the subway tunnels is seriously endangered.
The technical scheme adopted for solving the technical problems is as follows:
In a first aspect, an embodiment of the present invention provides a method for damping vibration in blasting a rock deep foundation pit, including the following steps:
dividing a vibration damping hole layout area between a rock deep foundation pit and a subway tunnel;
arranging vibration damping holes in the vibration damping hole arrangement area, wherein the vibration damping holes are perpendicular to the ground surface and are arranged along the length direction of the subway tunnel, and the arrangement shape of the vibration damping holes is plum blossom shape;
Arranging blast holes at the rock deep foundation pit, filling explosive into each blast hole, and adopting a continuous coupling explosive filling structure in the explosive filling structure;
A detonating tube is arranged in each blast hole, a digital electronic detonator is connected with a booster network by adopting a micro-delay in the hole and an external connection of the hole, the booster is connected with the explosive by the detonating tube and the digital electronic detonator for booster, and the booster is used for blasting;
And setting monitoring points at the subway tunnel, monitoring vibration during blasting of the rock deep foundation pit, and adjusting related blasting parameters according to a real-time blasting vibration monitoring result.
As a further improvement technical scheme, the vibration damping holes are arranged on one side of the vibration damping hole arrangement area, which is close to the rock deep foundation pit.
As a further improvement technical scheme, the relevant design parameters to be considered for arranging the vibration damping holes in the vibration damping hole arrangement area also comprise the aperture pitch of the vibration damping holes, wherein the aperture of the vibration damping holes is large, and the aperture pitch is set to be small.
As a further improvement technical scheme, the related design parameters to be considered for arranging the vibration damping holes in the vibration damping hole arrangement area also comprise the number of rows and the row spacing of the vibration damping holes, wherein the number of rows of the vibration damping holes is at least two, and the row spacing is set to be narrow.
As a further improvement, the relevant design parameters to be considered for arranging the vibration damping holes in the vibration damping hole arrangement area also comprise the depth of the vibration damping holes, and the depth of the vibration damping holes is larger than that of the blast holes.
As a further improved technical scheme, the vibration damping hole layout area adopts a KS-868 type down-the-hole drill to carry out drilling construction.
As a further improvement technical scheme, the PVC pipe is arranged in the vibration damping hole, the depth of the PVC pipe is consistent with that of the vibration damping hole, and the upper end of the PVC pipe is subjected to sealing treatment.
As a further improved technical scheme, a shallow hole loosening step control blasting mode is adopted, the number of blast hole rows is controlled within 5 rows, and the plane of each blast hole is arranged in a square shape or a plum blossom shape.
As a further improved technical scheme, the explosive is filled by adopting No. 2 rock emulsion explosive with the diameter of a cartridge of 32mm, the No. 2 rock emulsion explosive is placed at 1/3 of the bottom of the blasthole, and the upper part in the blasthole is backfilled by adopting sand clay in a layering way and is fully tamped.
As a further improvement technical scheme, each digital electronic detonator is respectively connected in series on a detonator twisted pair wire, one end of the detonator twisted pair wire is connected with the detonator, and each digital electronic detonator is respectively connected with each detonating tube and corresponds to each detonating tube one by one.
Compared with the prior art, the embodiment of the invention has the following advantages:
(1) According to the invention, through arranging the vibration damping holes in the plum blossom type arrangement mode, the junction point of shock waves can be reduced, and the peak amplitude of vibration is reduced, so that the vibration energy is more uniformly distributed, the intensity and the range of the shock waves are reduced, and the influence on the surrounding environment and the structure is reduced.
(2) The design of a plurality of parameters about the vibration damping holes not only can ensure that dynamic disturbance to adjacent subway tunnels is reduced in the blasting construction of a rock deep foundation pit, but also can effectively shorten the construction period and reduce the economic cost.
(3) According to the digital electronic detonator priming network, the blasting stress waves generated by the blastholes are mutually interfered or counteracted by delaying blasting for the blastholes one by one, so that the defect of overlarge blasting vibration caused by the traditional blasting priming network is avoided.
Drawings
FIG. 1 is a flow chart of a rock deep foundation pit blasting vibration reduction method provided by the invention;
FIG. 2 is a schematic plan view of a subway tunnel, a rock deep foundation pit and a vibration damping hole layout area in the invention;
FIG. 3 is a schematic view of vibration damping hole layout in accordance with the present invention;
FIG. 4 is a schematic diagram of a blasthole charge configuration in accordance with the present invention;
FIG. 5 is a plan view of a detonation network of the digital electronic detonator in the invention;
fig. 6 is a schematic layout diagram of monitoring points in a subway tunnel in the invention.
In the figure: 1. a rock deep foundation pit; 2. subway tunnel; 3. a vibration damping hole layout area; 4. a vibration damping hole; 5. an explosive; 6. detonating tube; 7. sand clay; 8. digital electronic detonator; 9. an initiator; 10. twisted wire of detonator; 11. monitoring points.
Detailed Description
Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative only and are not to be construed as limiting the invention.
Examples:
As shown in fig. 1-6. The rock deep foundation pit blasting vibration reduction method comprises the following steps of:
step S100, dividing a vibration damping hole layout area 3 between a rock deep foundation pit 1 and a subway tunnel 2; specifically, in this step, the vibration damping hole layout area 3 needs to fully consider the geological conditions and the safe distance of the adjacent building structure; for example, as shown in fig. 2, the adjacent subway tunnel 2 is determined to be positioned at the western side of the rock deep foundation pit 1 according to geological survey data, the clear distance between the two is 6m, and the burial depth of the subway tunnel 2 is 19m; the net dimensions of the length, the width and the depth of the rock deep foundation pit 1 are respectively 37m, 15m and 37m, and the vibration damping hole layout area 3 is 6m multiplied by 15m.
Step 200, arranging vibration damping holes 4 in the vibration damping hole arrangement area 3, wherein the vibration damping holes 4 are perpendicular to the ground surface and are arranged along the length direction of the subway tunnel 2, and the arrangement shape of the vibration damping holes 4 is plum blossom shape; specifically, the vibration damping holes 4 are arranged between the rock deep foundation pit 1 and the subway tunnel 2, the vibration damping holes 4 are arranged on one side close to the rock deep foundation pit 1, three rows of vibration damping holes 4 are arranged along the length direction of the subway tunnel 2, see fig. 3 in detail, and the vibration damping holes 4 are arranged in a plum blossom shape.
Step S300, arranging blast holes at the position of the rock deep foundation pit 1, filling explosive 5 in each blast hole, and adopting a continuous coupling charging structure in the charging structure; specifically, each blast hole is vertically formed in the rock deep foundation pit 1, explosive 5 is buried in the bottom of each blast hole, and sand clay 7 is filled above the explosive 5 for layering, as shown in fig. 4. Meanwhile, in the embodiment, a shallow hole loosening step control blasting mode is adopted, the number of the blast hole rows is controlled within 5 rows, and the plane of each blast hole is arranged in a square shape or a plum blossom shape, namely, each blast hole is arranged in a square shape or a plum blossom shape.
Step S400, arranging an explosion tube 6 in each blast hole, adopting a delay of a slight difference in the holes and connecting a digital electronic detonator 8 externally connected with the holes to connect an explosion propagation network, connecting the explosion propagation network between the exploder 9 and the explosive 5 by using the explosion tube 6 and the digital electronic detonator 8, and detonating by using the exploder 9; specifically, each blast hole is internally provided with a detonating tube 6, the bottom end of each detonating tube 6 is connected with an explosive 5, the top end of each detonating tube 6 extends out of the blast hole and is used for being connected with a digital electronic detonator 8, and as shown in fig. 5 in detail, the explosive 5 can be detonated by controlling a detonator 9, during which the digital electronic detonator 8 and the detonating tube 6 respectively play a role in explosion propagation, and the detonation delay between every two adjacent blast holes is 50ms. The digital electronic detonator 8 detonating network adopted in the embodiment delays blasting for each blast hole one by one, so that blasting stress waves generated by each blast hole are mutually interfered or counteracted, and the defect of overlarge blasting vibration caused by the traditional blasting detonating network is avoided.
And S500, setting monitoring points 11 at the subway tunnel 2, monitoring vibration during blasting of the rock deep foundation pit 1, and adjusting related blasting parameters according to a real-time blasting vibration monitoring result. Specifically, the explosion vibration safety allowable standard value of the subway tunnel 2 is determined to be 6cm/s according to explosion safety regulations and related technical standards. 4 monitoring points 11 are respectively arranged on the side wall and the bottom of the explosion-facing side of the subway tunnel 2, the distance between the monitoring points 11 is 5m, the details are shown in fig. 6, and a TC-4850 type explosion vibration meter is adopted for real-time monitoring. And reasonably adjusting related blasting parameters according to the real-time blasting vibration monitoring result.
At present, rock deep foundation pit blasting vibration reduction measures are mainly divided into active control and passive control. The active control is to optimize various blasting parameters, reduce the generation of blasting vibration from the source of explosion, such as controlling the maximum charge, changing the charge structure, adopting a delay electronic digital detonator and the like; the passive control is to intervene in the propagation process of the blasting stress wave, so as to achieve the purpose of accelerating the energy attenuation of the blasting stress wave, such as vibration damping holes, pre-cracks, vibration damping grooves (grooves) and the like. However, the urban rock deep foundation pit engineering has higher requirements on the construction period, and the adoption of methods of controlling the maximum loading capacity and the like to realize blasting vibration reduction can reduce the construction efficiency and influence the construction progress; and vibration reduction measures of the vibration reduction grooves (grooves) are inconvenient to use due to the influence of factors such as small construction sites, large flow of constructors, more mechanical equipment and the like. In addition, when the rock deep foundation pit adopts the blasting vibration reduction measures of the vibration reduction holes, the layout parameters of the rock deep foundation pit lack scientificity and rationality, so that the construction period is prolonged, the economic cost is wasted, the blasting vibration reduction effect is poor easily, and great risks exist for the stability and the safe operation of the adjacent building structure. Accordingly, the present invention also provides the following embodiments to solve the above-described problems.
In this embodiment, the relevant design parameters to be considered for setting the vibration damping holes 4 in the vibration damping hole layout area 3 further include the hole diameters of the vibration damping holes 4, the hole diameters of the vibration damping holes 4 are selected to be large, and the hole diameters are set to be small. Specifically, as the diameter of the vibration damping hole 4 increases, the vibration isolation rate based on the combined speed tends to increase significantly, so that the hole diameter of the vibration damping hole 4 should be selected to be large, the hole pitch should be set to be small, and the vibration isolation rate based on the combined speed can be selected to be 75% in consideration of the influence of the construction period and the economic cost. In the invention, the distance between the vibration damping hole 4 and the rock deep foundation pit 1 is 1m, the aperture of the vibration damping hole 4 is 135mm, and the hole distance of the vibration damping hole 4 is 500mm.
Further, the relevant design parameters to be considered for setting the vibration damping holes 4 in the vibration damping hole layout area 3 further comprise the number of rows and the row spacing of the vibration damping holes 4, wherein the number of rows of the vibration damping holes 4 is at least two, and the row spacing is set to be a narrow row spacing. Specifically, as the interval between rows of vibration damping holes 4 increases, vibration isolation rate based on the combined speed gradually tends to be stable after being remarkably reduced, so that the number of rows is at least two, the row distance is set to be narrow, and meanwhile, the vibration isolation rate based on the combined speed is selected when the vibration isolation rate tends to be stable in consideration of the influence of construction period and economic cost. In the invention, the number of rows is preferably 3, the number of the vibration damping holes in each row is 30, and the row spacing of the vibration damping holes 3 is 1000mm.
Furthermore, the relevant design parameters to be considered for arranging the vibration damping holes 4 in the vibration damping hole arrangement area 3 further comprise the depth of the vibration damping holes 4, and the depth of the vibration damping holes 4 is larger than that of the blast holes, so that the vibration damping effect of the vibration damping holes 4 is ensured, when the explosive 5 in the blast holes is detonated, vibration waves caused by explosion of the explosive are transmitted towards the subway tunnel 2, the vibration waves need to pass through the vibration damping holes 4, and at the moment, the vertical depth of the vibration damping holes 4 is larger than that of the blast holes, so that the vibration damping effect of the explosive can be enhanced.
By adjusting a plurality of parameters of the vibration reduction holes 4, not only can the dynamic disturbance to the adjacent subway tunnel 2 be reduced in the blasting construction of the rock deep foundation pit 1 be ensured, but also the construction period can be effectively shortened and the economic cost can be reduced.
In this embodiment, the vibration damping hole layout area 3 is drilled by a KS-868 type down-the-hole drill. The vibration damping hole 4 is ensured to be positioned accurately, the depth reaches the preset position, and the construction quality meets the requirements.
As a further scheme, PVC pipes, namely pipelines made of polyvinyl chloride, are arranged inside the vibration damping holes 4, the depth of the PVC pipes is consistent with that of the vibration damping holes 4, and the upper ends of the PVC pipes are subjected to sealing treatment. Specifically, after the vibration damping hole 4 is drilled and formed, a PVC pipe slightly smaller than the aperture of the vibration damping hole 4 is arranged in the vibration damping hole, for example, the aperture of the vibration damping hole is 1-3mm larger than that of the PVC pipe, the upper end of the PVC pipe is sealed, and the problems of hole collapse, rainwater filling, sundries blockage and the like of the vibration damping hole 4 are prevented.
As a further scheme, the shallow hole loosening step control blasting mode is adopted in the embodiment, so that the time for digging blast holes at the position of the rock deep foundation pit 1 is saved, the engineering progress is quickened, meanwhile, the blast shock wave and noise are effectively controlled, the maximum dosage of primary blasting is reduced, the charging holes are blocked by foam mud, such as sand clay 7, and the measures of reinforcing coverage and the like are taken, the intensity of air shock wave and the noise diffusion are well reduced, the blast hole row number is controlled within 5 rows, and the blast hole planes are square or plum blossom-shaped.
As a further improved technical scheme, the No. 2 rock emulsion explosive 5 with the explosive roll diameter of 32mm is filled in the explosive 5 and placed at 1/3 of the bottom of the blast hole, and the upper part in the blast hole is backfilled by adopting the sand clay 7 in a layering manner and is fully tamped.
As a further improvement technical scheme, each digital electronic detonator 8 is respectively connected in series on a detonator twisted pair 10, one end of the detonator twisted pair 10 is connected with the detonator 9, and each digital electronic detonator 8 is respectively connected with each detonating tube 6 and corresponds to each detonator in a one-to-one manner. Specifically, in this embodiment, the initiator 9 controls each digital electronic detonator 8 to sequentially detonate the explosives 5 in each blast hole one by one, and starts from the digital electronic detonator 8 closest to the initiator 9, and then sequentially delays to detonate the next one, where the time of delayed detonation can be adjusted according to actual needs, for example, 30ms, 40ms or 50ms … …, and by delaying blasting for each blast hole one by one, blasting stress waves generated by each blast hole interfere or cancel each other, so that the defect of overlarge blasting vibration caused by the traditional blasting initiation network is avoided.
In summary, the invention discloses a rock deep foundation pit blasting vibration reduction method, which comprises the following steps: dividing a vibration damping hole layout area 3 between a rock deep foundation pit 1 and a subway tunnel 2; vibration damping holes 4 are arranged in the vibration damping hole arrangement area 3, the vibration damping holes 4 are perpendicular to the ground surface and are arranged along the length direction of the subway tunnel 2, and the arrangement shape of the vibration damping holes 4 is plum blossom shape; a blasthole is arranged at the position of the rock deep foundation pit 1, explosive 5 is filled in the blasthole, and a continuously coupled explosive filling structure is adopted in the explosive filling structure; an explosion-initiating tube 6 is arranged in each blast hole, a small delay in the hole and a digital electronic detonator 8 externally connected with the hole are adopted to connect an explosion-propagating network, the explosion-initiating tube 6 and the digital electronic detonator 8 are used for connecting the explosion-propagating between the exploder 9 and the explosive 5, and the exploder 9 is used for initiating; and a monitoring point 11 is arranged at the subway tunnel 2, vibration during blasting of the rock deep foundation pit 1 is monitored, and relevant blasting parameters are adjusted according to a real-time blasting vibration monitoring result. According to the invention, through arranging the vibration reduction holes 4 in a plum blossom type arrangement mode, the junction point of shock waves can be reduced, and the peak amplitude of vibration is reduced, so that the vibration energy is more uniformly distributed, the intensity and the range of the shock waves are reduced, and the influence on the surrounding environment and the structure is reduced; regarding the design of a plurality of parameters of the vibration damping holes 4, not only can the dynamic disturbance to the adjacent subway tunnel 2 be reduced in the blasting construction of the rock deep foundation pit 1 be ensured, but also the construction period can be effectively shortened and the economic cost can be reduced; the adopted digital electronic detonator 8 detonating network delays blasting each blast hole one by one, so that blasting stress waves generated by each blast hole are mutually interfered or counteracted, and the defect of overlarge blasting vibration caused by the traditional blasting detonating network is avoided.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", 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 device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present invention, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.
In the present invention, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
In the present invention, unless expressly stated or limited otherwise, a first feature "up" or "down" a second feature may be the first and second features in direct contact, or the first and second features in indirect contact via an intervening medium. Moreover, a first feature being "above," "over" and "on" a second feature may be a first feature being directly above or obliquely above the second feature, or simply indicating that the first feature is level higher than the second feature. The first feature being "under", "below" and "beneath" the second feature may be the first feature being directly under or obliquely below the second feature, or simply indicating that the first feature is less level than the second feature.
It will be understood that when an element is referred to as being "fixed" or "disposed" on another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and the like are used herein for illustrative purposes only and are not meant to be the only embodiment.
The above examples of the present invention are of course more detailed, but should not be construed as limiting the scope of the invention, and various other embodiments are possible, based on which those skilled in the art can obtain other embodiments without any inventive task, which fall within the scope of the invention as defined in the appended claims.
Claims (10)
1. The rock deep foundation pit blasting vibration reduction method is characterized by comprising the following steps of:
dividing a vibration damping hole layout area between a rock deep foundation pit and a subway tunnel;
arranging vibration damping holes in the vibration damping hole arrangement area, wherein the vibration damping holes are perpendicular to the ground surface and are arranged along the length direction of the subway tunnel, and the arrangement shape of the vibration damping holes is plum blossom shape;
Arranging blast holes at the rock deep foundation pit, filling explosive into each blast hole, and adopting a continuous coupling explosive filling structure in the explosive filling structure;
A detonating tube is arranged in each blast hole, a digital electronic detonator is connected with a booster network by adopting a micro-delay in the hole and an external connection of the hole, the booster is connected with the explosive by the detonating tube and the digital electronic detonator for booster, and the booster is used for blasting;
And setting monitoring points at the subway tunnel, monitoring vibration during blasting of the rock deep foundation pit, and adjusting related blasting parameters according to a real-time blasting vibration monitoring result.
2. The method of claim 1, wherein the vibration reduction holes are formed in a side of the vibration reduction hole layout area close to the deep rock foundation pit.
3. The method for blasting vibration reduction of a rock deep foundation pit according to claim 1, wherein the relevant design parameters to be considered for setting vibration reduction holes in the vibration reduction hole layout area further comprise hole diameters of the vibration reduction holes, wherein the hole diameters of the vibration reduction holes are large, and the hole diameters are small.
4. The method for blasting vibration reduction of a rock deep foundation pit according to claim 3, wherein the relevant design parameters to be considered for arranging the vibration reduction holes in the vibration reduction hole arrangement area further comprise the number of rows and the row spacing of the vibration reduction holes, wherein the number of rows of the vibration reduction holes is at least two rows, and the row spacing is set to be a narrow row spacing.
5. The method of claim 4, wherein the design parameters to be considered for providing the vibration damping holes in the vibration damping hole layout area further comprise the depth of the vibration damping holes, and the depth of the vibration damping holes is larger than the depth of the blast holes.
6. The method for blasting vibration reduction of a rock deep foundation pit according to claim 1, wherein the vibration reduction hole layout area is drilled by a KS-868 type down-the-hole drill.
7. The method for blasting vibration reduction of a rock deep foundation pit according to claim 1, wherein a PVC pipe is arranged in the vibration reduction hole, the depth of the PVC pipe is identical to the depth of the vibration reduction hole, and the upper end of the PVC pipe is subjected to sealing treatment.
8. The method for blasting vibration reduction of a rock deep foundation pit according to claim 1, wherein a shallow hole loosening step control blasting mode is adopted, the number of blast hole rows is controlled within 5 rows, and the plane of each blast hole is square or plum blossom-shaped.
9. The method for reducing vibration in blasting of a rock deep foundation pit according to claim 1, wherein the explosive is filled with No. 2 rock emulsion explosive with a cartridge diameter of 32mm, the explosive is placed at 1/3 of the bottom of the blast hole, and the upper part in the blast hole is filled with sand clay in a layered manner and fully tamped.
10. The method for blasting vibration reduction of a rock deep foundation pit according to claim 1, wherein each digital electronic detonator is connected in series on a detonator twisted pair wire, one end of the detonator twisted pair wire is connected with the detonator, and each digital electronic detonator is connected with each detonating tube in a one-to-one correspondence.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202410162166.7A CN117968475A (en) | 2024-02-05 | 2024-02-05 | Rock deep foundation pit blasting vibration reduction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202410162166.7A CN117968475A (en) | 2024-02-05 | 2024-02-05 | Rock deep foundation pit blasting vibration reduction method |
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| CN117968475A true CN117968475A (en) | 2024-05-03 |
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| CN202410162166.7A Pending CN117968475A (en) | 2024-02-05 | 2024-02-05 | Rock deep foundation pit blasting vibration reduction method |
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