CN115638703A - Multi-time-sequence step-by-step blasting control method for fractured rock mass - Google Patents
Multi-time-sequence step-by-step blasting control method for fractured rock mass Download PDFInfo
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- CN115638703A CN115638703A CN202211331050.9A CN202211331050A CN115638703A CN 115638703 A CN115638703 A CN 115638703A CN 202211331050 A CN202211331050 A CN 202211331050A CN 115638703 A CN115638703 A CN 115638703A
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Abstract
The invention belongs to the technical field of underground mine roadway tunneling, and particularly relates to a multi-time-sequence step-by-step blasting control method for a broken rock mass, which is characterized by comprising the following steps: (1) A large-diameter hollow hole is arranged at a position below the center of a roadway, six cut holes are uniformly distributed around the large-diameter hollow hole, the 1#, 2#, and 3# cut holes form a first triangle, the 4#, 5#, and 6# cut holes form a second triangle, and the cut holes are detonated hole by hole according to the 1# -6 #; (2) The cut hole, the auxiliary hole and the peripheral holes are all straight holes, the large-diameter hollow hole is not exploded, the cut hole around the hollow hole is divided into six sections of detonators for detonation, the auxiliary hole is divided into two sections of detonators for detonation, and the peripheral holes are exploded by the same section of detonators. According to the invention, according to the initiation sequence of the first triangular cut blasting, the second triangular cut blasting, the auxiliary blast holes and the peripheral blast holes, the millisecond delay initiation mode is adopted for initiation, so that the full-section one-time blasting is completed, the volume of the slot cavity can be increased, the free surface can be enlarged, and the blasting efficiency can be improved.
Description
Technical Field
The invention belongs to the technical field of underground mine roadway tunneling blasting, and particularly relates to a multi-time-sequence step-by-step blasting control method for a broken rock mass.
Background
At present, the small-section roadway tunneling blasting method is mainly used for blasting hard rock roadways, the general Purchase coefficient is more than 10, and the cutting and hole distribution modes are various: has triangle, diamond, wedge, spiral and the like, and has good application effect. However, in the process of roadway driving, various soft geological conditions are often encountered, and when the straight hole undermining modes of the types are applied to the broken rock body under the soft geological conditions, the primary blasting explosive quantity is large, the free surface is small, undermining and extrusion are sometimes caused, auxiliary hole explosive is sometimes damaged, driving roadway engineering scrapping is sometimes caused after blasting, and the blasting engineering effect is seriously influenced.
The technology is applied to stabilizing rock mass, the undermined holes are not dead extruded after blasting, the depth of the undermined holes reaches more than 95 percent, and when the technology is applied to crushing rock mass, the undermined holes are dead extruded frequently. The same large-aperture long-hole tunneling blasting technology applied underground is applied to soft rock, and due to the simultaneous blasting of cut holes, the blasting energy is released excessively, and the tunneling engineering is often scrapped due to the serious collapse of the tunneling roadway side roof after blasting. The invention adopts a multi-time-sequence step-by-step blasting control method, reduces the maximum single-shot dosage, reduces the vibration of the broken rock mass, controls the broken rock mass by adopting the blasting technology, ensures the stability of the broken rock mass, and has important significance for ensuring the safe and efficient tunneling of a roadway.
A large number of patents related to tunneling blasting are searched, a method special for the tunneling blasting of a broken rock body tunnel is not found, and the searched patents are all the patents specific to the tunneling blasting of a hard rock tunnel, such as: a rock roadway tunneling large-diameter cut blasting process (application number: CN 201911071904.2) is not a tunneling blasting method for broken rock masses under soft geological conditions, although only one large-diameter central hole is drilled to serve as a cut empty hole for explosive loading blasting construction.
Disclosure of Invention
The invention aims to provide a multi-time sequence step blasting control method for a crushed rock body, which adopts a method of large-diameter hole and multi-time sequence distribution undermining, utilizes the blasting energy to the maximum extent, reduces the blasting harm and improves the safe and efficient tunneling level of a roadway.
The multi-time sequence step-by-step blasting control method for the fractured rock mass is realized by the following technical scheme:
(1) Arranging a large-diameter hollow hole with the diameter of 80-120 mm at a position (1.0-1.3 m away from a tunnel bottom plate) below the center of a tunnel, uniformly arranging six cut holes with the diameter of 40-45 mm around the large-diameter hollow hole, forming a first triangle by the 1#, 2#, 3# cut holes, forming a second triangle by the 4#, 5#, 6# cut holes, and forming a compound cut with two triangles arranged in a crossed manner by taking the large-diameter hollow hole as the center of a circle;
(2) Distance L between cut hole and major diameter hole:
L＝w+z+R (1)
in the formula: l is the distance between the cut hole and the large diameter hole, w is the range of the crack region of the cut hole, and z is the reflected stress wave actionRange, R is the radius of the large-diameter hole, a' is the average width of the burst crack, n is the number of the main cracks, D is the diameter of the blast hole after the shock wave acts, P 0 ' is initial pressure of detonation gas, σ td The dynamic tensile strength of the rock, d is the diameter of the blast hole, x is the movement distance of the stemming in the blast hole, and L p Is the charge length; α ＝1.75，r b is the radius of the cut hole.
(3) Aiming at the broken rock body, the charge coefficient of the 1# to 3# cut holes is 0.5,4# to 6# cut holes is 0.3, the charge coefficient of the auxiliary holes is 0.4, and the charge coefficient of the peripheral holes is 0.2.
(4) The cut hole, the auxiliary hole and the peripheral hole are all straight holes. The large-diameter hollow hole is not filled with powder, the cut holes around the hollow hole are detonated by digital electronic detonators, and hole-by-hole detonators are adopted according to the No. 1-No. 6; the auxiliary hole and the peripheral hole are detonated by adopting a common detonating tube detonator, the auxiliary hole is divided into two sections of detonators for detonation, and the peripheral hole is detonated by adopting the same section of detonator; determination of the delay time of 6 cut holes:
in the formula: rho explosive density, gamma rock density, D B Detonation velocity of explosive, C n The longitudinal wave velocity of the rock, S is a constant and generally takes the value of 10 cp The average speed of movement of the rock mass, Q, is the explosive consumption.
(5) Aiming at the general tunnel excavation blasting, the specification of the explosive is phi 32 multiplied by 200mm. The depth of the No. 1-3 cut hole is 2.2m, and the charging length is 1.0m; the depth of the No. 4-6 cut hole is 2.2m, and the charging length is 0.6m; the auxiliary hole depth is 2.0m, and the charging length is 0.8m; the depth of the peripheral hole is 2.0m, and the charging length is 0.4m. The cut hole is 0.2m ultra-deep.
The invention has the advantages that:
the invention relates to a multi-time sequence step-by-step blasting control method for a broken rock mass, which is characterized in that large-diameter hollow holes are not filled with powder, six cut holes and auxiliary holes are filled with powder, a roll of powder is respectively filled in the hole openings and the hole bottoms of the peripheral holes, and according to the initiation sequence of first triangular cut blasting, second triangular cut blasting, auxiliary blast holes and peripheral blast holes, the whole-section primary blasting is completed by adopting a millisecond delay initiation mode, so that the volume of a cut cavity can be increased, the free surface is enlarged, the blasting efficiency is improved, the single-sound explosive quantity is reduced, and the blasting vibration of the broken rock mass is reduced.
Drawings
Fig. 1 is a diagram of a blast hole arrangement of the present invention.
Fig. 2 is a side view of fig. 1 of the present invention.
Fig. 3 is a top view of fig. 1 of the present invention.
Fig. 4 is a detailed view of the arrangement of the cut holes of the present invention.
FIG. 5 is a schematic view of the cut hole and the large diameter hole of the present invention
Fig. 6 is a schematic diagram of a charge structure of a cut hole of the invention 1# to 3# in which 3 represents an emulsion explosive, 4 represents loess stemming, and 5 represents a detonator.
Fig. 7 is a schematic view of the auxiliary hole charging structure of the present invention, wherein 3 represents an emulsion explosive, 4 represents loess stemming, and 5 represents a detonator.
Fig. 8 is a schematic diagram of the charging structure of the peripheral holes and the cut holes 4# to 6# in the invention, wherein 3 represents emulsion explosive, 4 represents loess stemming, and 5 represents a detonator.
Detailed Description
The following further describes the embodiments of the present invention with reference to the drawings.
As shown in figures 1-8, the multi-time sequence step blasting control method of the broken rock mass is characterized by comprising the following steps:
1. firstly, drilling a large-diameter hollow hole 1 with the diameter of 120mm at a position (1.3 m away from a roadway bottom plate) below the center of a tunnel face, uniformly arranging six cut holes 2 with the diameter of 42mm around the large-diameter hollow hole 1 by taking the large-diameter hollow hole 1 as the center, forming a first equilateral triangle by using a first group of cut holes 21 #, 2# and 3# and forming a second equilateral triangle by using a second group of cut holes 2# 4, # 5 and # 6, as shown in figure 1.
2. The distance L between the cut hole 2 and the large diameter hollow hole 1 is determined as shown in fig. 2.
L＝w+z+R (5)
In the formula: l is the distance between the cut hole 2 and the large-diameter hollow hole 1, w is the range of a slotted hole fracture area, z is the action range of reflected stress waves, and R is the radius of the large-diameter hollow hole 1.
In the formula: a' is the average width of the burst cracks, and is 1.5mm; n is the number of main cracks generated, and is 8; d is the diameter of the blast hole after the shock wave action, and the uncoupled charge is adopted, wherein the values of D and D are both 42mm; sigma td The dynamic tensile strength of the rock is 3MPa; gamma is an isentropic index, where 3 is taken; x is the movement distance of the stemming in the blast hole, and when the stemming is separated from the blast hole, the distance is 1.4m; l is p Taking 0.8m as the charging length; r is b Is the radius of the cut hole 2, here 21mm; taking alpha as 1.75; p 0 ' is the initial pressure of the detonation gas, here
P is standard atmospheric pressure, and 0.1MPa is taken; v is the explosive capacity of No. 2 rock explosive, and is taken to be 0.8m 3 Per kg; t is the explosive temperature, and 2300K is taken; v is the explosive specific volume and the reciprocal of the density, and is taken as 1; tau is the residual volume of explosive and is taken as 0.6L/kg, P' 0 1684MPa. Calculating to obtain a fracture area range w of 320mm; z is 12mm. Finally, L =320+12+60=392mm is determined.
For convenience of construction, the distance from the cut hole 2 to the center of the large-diameter hollow hole 1 is 400mm, and two equilateral triangles are arranged in a crossed mode to form a compound cut.
3. The major diameter hollow hole 1 is not blasted, a crushing space is provided for 6 cut holes 2, the cut holes 2 around the major diameter hollow hole 1 are detonated hole by hole according to 1# -6#, and the delay time of the cut holes 2 is determined according to the following formula:
in the formula: rho explosive density, here 1000kg/m 3 (ii) a Gamma rock density, here 2600kg/m 3 ，D B The explosive detonation velocity is 3200m/s; c n The wave velocity of the longitudinal wave of the rock is 4000m/s; s is a constant, and is generally 10; v cp The average speed of the movement of the rock mass, here taken as 80m/s; q is explosive amount, and 0.8kg is taken here. Calculated Δ t is 14.56ms, here 15ms for ease of construction.
4. The auxiliary hole is divided into two sections of detonators 5 for detonation, and the delay time is 25ms; the peripheral holes adopt an interval charging structure, and the upper section and the lower section adopt the same section of detonator 5 for blasting;
5. for the common medium-length hole roadway blasting, the specification of the explosive is phi 32 multiplied by 200mm. The depth of a No. 1-3 cut hole 2 is 2.2m, and the charging length is 1.0m; no. 4-6 cut hole 2 is 2.2m deep, the charge length is 0.6m; the auxiliary hole depth is 2.0m, and the charging length is 0.8m; the depth of the peripheral hole is 2.0m, the charging length is 0.4m, and a roll of explosive is respectively arranged at the bottom hole opening. The cut hole 2 is ultra deep by 0.2m. The charging structure of each blast hole is shown in figures 3 and 4.
6. And connecting the detonating network and blasting the whole section together.
The hole distance of the cut hole 2 is 400mm, the auxiliary Kong Kongju is 400-500mm, and the initiation sequence among the holes is strictly controlled according to the actual situation. And adjusting the cut hole 2 and the auxiliary empty charge according to the hardness degree of the on-site rock mass and the actual geological condition of the on-site engineering.
The embodiment of the invention provides a multi-time sequence step-by-step blasting control method for a broken rock body, which is characterized in that a large-diameter blank hole 1 is added, the initiation sequence of an undermining hole 2 is controlled, two pairs of triangles are arranged in a crossed manner, the volume of a groove cavity is increased, a free surface and a compensation space are increased, the blasting efficiency is improved, and the safe construction of a roadway is guaranteed. According to the initiation sequence of the first triangular cut blasting, the second triangular cut blasting, the auxiliary blast holes and the peripheral blast holes, the millisecond delay initiation mode is adopted for initiation, so that the full-section one-time blasting is completed, the volume of a slot cavity can be increased, the free surface can be enlarged, and the blasting efficiency can be improved. Ensure the molding quality of the peripheral holes of the broken rock mass and reduce the blasting vibrationAnd the stability of the surrounding rock of the broken rock mass is ensured. The invention is only suitable for the roadway with the section smaller than 15m 2 And tunneling a small-section broken rock roadway with the Pocken's coefficient of 2-4. The invention adopts multi-time sequence step blasting to control the detonation time of the cut hole 2, fully utilizes the blasting energy, reduces the maximum single-shot dosage, reduces the blasting vibration of surrounding rocks at the periphery and ensures the stability of the surrounding rocks of broken rocks under soft geological conditions. The invention has great significance for safe and efficient construction of the broken rock mass roadway.
Claims (2)
1. A multi-time sequence step-by-step blasting control method for a fractured rock mass is characterized by comprising the following steps:
(1) A large-diameter hollow hole with the diameter of 80-120 mm is arranged at the lower position of the center of the roadway, namely 1.0-1.3 m away from the bottom plate of the roadway, six cut holes with the diameter of 40-45 mm are uniformly distributed around the large-diameter hollow hole, the 1#, the 2#, and the 3# cut holes form a first triangle, the 4#, the 5#, and the 6# cut holes form a second triangle, and the large-diameter hollow hole is used as the center of a circle to form a compound cut with two triangles arranged in a crossed manner;
(2) Aiming at the broken rock mass, the charge coefficient of the 1# to 3# cut holes is 0.4,4# to 6# cut holes is 0.2, the charge coefficient of the auxiliary holes is 0.3, and the charge coefficient of the peripheral holes is 0.2;
(3) The distance between the large-diameter hollow hole and the cut hole is 400mm.
2. A multi-sequence step-by-step blasting control method for a fractured rock mass according to claim 1, wherein the large-diameter hollow holes are not blasted, a fracturing space is provided for 6 cut holes, the cut holes around the large-diameter hollow holes are detonated one by one according to the sequence of 1# to 6#, and the delay time of the cut holes is determined according to the following formula:
for sections less than 15m 2 The delay time of each cut hole of the small-section broken rock roadway with the Pythium coefficient of 2-4 is generally 15ms.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116202387A (en) * | 2023-04-11 | 2023-06-02 | 贵州开源爆破工程有限公司 | Mining area inclined shaft blasting method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116202387A (en) * | 2023-04-11 | 2023-06-02 | 贵州开源爆破工程有限公司 | Mining area inclined shaft blasting method |
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