CN116971785A - Method for arranging blastholes according to drilling parameters of tunnel rock drill - Google Patents
Method for arranging blastholes according to drilling parameters of tunnel rock drill Download PDFInfo
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- 238000005553 drilling Methods 0.000 title claims abstract description 117
- 239000011435 rock Substances 0.000 title claims abstract description 109
- 238000000034 method Methods 0.000 title claims abstract description 36
- 238000005422 blasting Methods 0.000 claims abstract description 62
- 230000002093 peripheral effect Effects 0.000 claims abstract description 37
- 238000010276 construction Methods 0.000 claims description 19
- 238000009412 basement excavation Methods 0.000 claims description 16
- 239000002893 slag Substances 0.000 claims description 13
- 238000009527 percussion Methods 0.000 claims description 8
- 229920006395 saturated elastomer Polymers 0.000 claims description 4
- 238000006243 chemical reaction Methods 0.000 claims description 3
- 239000002360 explosive Substances 0.000 abstract description 11
- 230000000694 effects Effects 0.000 abstract description 10
- 239000002699 waste material Substances 0.000 abstract description 6
- 238000013461 design Methods 0.000 description 10
- 238000007600 charging Methods 0.000 description 7
- 230000005641 tunneling Effects 0.000 description 6
- 238000005520 cutting process Methods 0.000 description 5
- 230000008569 process Effects 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 238000009933 burial Methods 0.000 description 2
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- 230000005540 biological transmission Effects 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
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- 239000004575 stone Substances 0.000 description 1
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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
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B49/00—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells
- E21B49/003—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells by analysing drilling variables or conditions
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
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Abstract
The invention discloses a method for arranging blast holes according to drilling parameters of a tunnel rock drill, which relates to the technical field of blasting engineering and comprises the following steps: collecting and recording drilling parameters of 10cm sections of the bottoms of all cut holes and auxiliary holes of the footage at regular time intervals while drilling on the tunnel face by using a rock drill; then determining the rock hardness characteristics of the position of the drill hole according to the acquired while-drilling parameters of the footage, and simultaneously determining the weakest area Wn of the rock at the bottom of the drill hole of the footage; in the next drill-in, the center point of the cut area of the drill is arranged at the center point of the area Wn where the rock is softest, and then the cut hole, the auxiliary hole and the peripheral hole are arranged. When the method is used for drilling tunnel face and arranging blast holes, the differences of the hardness degree of the rock in the blasting range are considered, so that the waste of explosive or poor blasting effect can be effectively avoided.
Description
Technical Field
The invention relates to the technical field of blasting engineering, in particular to a method for arranging blastholes according to parameters while drilling of a tunnel rock drill.
Background
The tunnel construction is an important engineering project in the construction of railways, highways and the like, and the current common methods for tunneling tunnels at home and abroad are a drilling and blasting method, a shield method and a heading machine method, wherein the most widely applied method is the drilling and blasting method.
The drilling and blasting method is a method for excavating rock through drilling, charging and blasting, and the method is developed from the early stage of drilling by manually holding a drill rod and a hammer to the prior art of drilling by using a multi-arm drill rod of a drilling trolley. Among them, the link of drilling and arranging blast holes on the tunnel face still has a plurality of problems to be improved.
In the conventional drilling and blasting method construction process, the drilling and blasthole arrangement of the tunnel face is generally performed from end to end according to the construction scheme, and as the continuous tunneling process of the tunnel is not considered, the differences and changes of the rock hardness degree in the blasting range are not considered, so that the waste of explosive is often caused, and even the blasting effect is poor, so that the quality and progress of the tunneling engineering of the tunnel are affected.
Even if the drilling and blasthole arrangement are adjusted according to the blasting effect of the existing footage, the rough adjustment is usually performed by relying on the engineering experience of blasting engineering personnel, and the blasting effect cannot be reasonably and finely improved effectively.
Therefore, in tunneling by the drilling and blasting method, in order to avoid the waste of explosive and improve the blasting effect, a method for arranging blastholes according to the drilling parameters of the tunnel rock drill is required to be designed, which can perform reasonable and fine drilling and blasthole arrangement work.
Disclosure of Invention
In view of the above problems, in order to overcome the defects of the prior art and related products, the present invention aims to provide a method for arranging blastholes according to the while-drilling parameters of a tunnel rock drill, wherein the drill holes and the blasthole arrangement are adjusted according to the while-drilling parameters of the tunnel rock drill, so that the difference of the rock hardness in the blasting range can be considered, and the waste of explosive or poor blasting effect can be effectively avoided.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
the invention provides a method for arranging blast holes according to drilling parameters of a tunnel rock drill, which comprises the following steps:
step 1: sequentially drilling blast holes on an nth excavation ruler of a tunnel by using a rock drill: the method comprises the steps of taking a slot hole, an auxiliary hole and a peripheral hole, collecting drilling parameters from a rock drill from 10cm to a hole bottom section of the whole slot hole and the auxiliary hole at intervals of t while drilling, and storing the drilling parameters as an array, wherein the array of the drilling parameters comprises a central coordinate of the hole bottom section of each drilling hole, an average drill rod impact pressure, an average drill rod pushing pressure, an average drill rod rotation pressure and an average drilling speed;
step 2: determining the hardness degree of the rock at the bottom of each drilling hole according to the parameter array while drilling of the bottom of the undercut hole and the auxiliary hole of the nth footage;
step 3: determining a blast hole bottom coordinate Wn of the softest rock at the hole bottom by comparing the softness degree of all the undercut holes at the nth footage and the auxiliary hole bottom;
step 4: finishing the nth footage blasting construction operation;
step 5: starting the drilling operation of the n+1th footage, arranging the centroid point of the cut area at the bottom coordinate Wn of the blast hole of the n-th footage, and determining the position of the cut hole around the coordinate Wn;
step 6: the positions of the auxiliary holes and the peripheral holes of the (n+1) th footage are determined around the slitting area;
step 7: and (5) repeating the steps 1-6 to perform blasting excavation of the tunnel.
Further, step 2 includes:
step 21: calculating the energy required by the drilling trolley driller for drilling the unit volume of rock through the drilling parameters during drilling of the driller and the physical and mechanical parameters of the driller, namely the drilling specific energy e:
where e is the energy required to drill a unit volume of rock, e i Is the energy consumed by the impact, e t Is the energy consumed by the thrust, e n Is the energy consumed by rotation, eta is the conversion energy efficiency of 40-70%, and p i Is the average drill rod percussion pressure, Δa is the difference between the front and rear areas of the percussion piston, τ is the percussion duration, f is the percussion frequency, m is the piston mass, v is the average drilling rate, a is the cross-sectional area of the borehole, p t The pressure is the average drill rod propelling pressure, a is the cross section area of a thrust piston, n is the drill rod revolution speed, T is the torque, and T is the product of the average drill rod revolution pressure, the drill rod area and the drill rod radius;
step 22: rock saturation Dan Shanzhou compressive strength was calculated by the specific work of chipping of the rock:
wherein: delta c -rock saturated uniaxial compressive strength;
-crushing specific work;
step 23: the solidity coefficient f of the rock is calculated,
further, the torque = average drill rod gyration pressure × drill jumbo maximum torque/maximum drill rod gyration pressure.
Further, when the positions of the auxiliary holes and the peripheral holes of the (n+1) th footage are determined around the cut area in the step 6, the auxiliary holes and the peripheral holes have the following arrangement principle:
(1) The distance between the auxiliary hole and the adjacent blast hole is 0.4-0.8 m, the distance between the non-bottom peripheral hole and the adjacent blast hole is 0.5-1.0 m, and the distance between the peripheral hole and the contour line is 0.1-0.2 m;
(2) The distance between adjacent bottom peripheral holes is 0.4-0.7 m, and the distance between the bottom peripheral holes is 0.4m during slag blasting;
the hole opening of the peripheral hole at the bottom is 0.1-0.2 m higher than the bottom plate of the roadway, but the hole bottom is 0.1-0.2 m lower than the bottom plate, and the depth of the blast hole is deepened by about 0.2m when slag is thrown and blasted;
the charge quantity of the peripheral holes at the bottom is between the cut hole and the auxiliary hole, the charge height is 0.5-0.7 times of the hole depth, and 1-2 cartridges are added in each hole during slag throwing blasting.
Compared with the prior art, when the drilling and the blasthole arrangement of the tunnel face are carried out, the drilling and the blasthole arrangement are adjusted according to the drilling parameters of the tunnel rock drill, and the difference of the hardness degree of the rock in the blasting range can be considered, so that the waste of the explosive or the poor blasting effect can be effectively avoided.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are needed in the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic flow chart of a method for arranging blastholes according to parameters while drilling of a tunnel rock drill provided by the invention;
FIG. 2 is a plan view of all blastholes for the nth footage;
FIG. 3 is a plan view of an n+1th footage cut region;
FIG. 4 is a layout of all blastholes for the n+1th footage;
FIG. 5 is a V-stage surrounding rock cut layout, in units of m;
FIG. 6 is a plan view of a class IV surrounding rock cut hole, in units of m.
Detailed Description
In order to enable those skilled in the art to better understand the present invention, the following description will make clear and complete descriptions of the technical solutions according to the embodiments of the present invention with reference to the accompanying drawings. It is apparent that the described embodiments are only some embodiments of the invention, but not all embodiments, and that the preferred embodiments of the invention are shown in the drawings. This invention may be embodied in many different forms and is not limited to the embodiments described herein, but rather is provided to provide a more thorough understanding of the present disclosure.
Fig. 1 shows a flow diagram of a method for arranging blastholes according to parameters while drilling of a tunnel rock drill according to the present invention:
as shown in fig. 1, the method for arranging the blastholes according to the while-drilling parameters of the tunnel rock drill provided by the invention comprises the following steps:
s1, sequentially drilling blast holes on an nth excavation ruler of a tunnel by using a rock drill: the drilling method comprises the steps of taking out slots, auxiliary holes and peripheral holes, collecting drilling parameters from the drill to the bottom section of the hole, wherein the drilling parameters are 10cm away from the bottom of the hole, of all the slots and the auxiliary holes of the footage, and saving the drilling parameters as an array, and the array of the drilling parameters comprises the central coordinate of the bottom section of each drilling hole, the average drill rod impact pressure, the average drill rod pushing pressure, the average drill rod rotation pressure and the average drilling speed.
The tunneling holes in step 1 are classified into cut holes, auxiliary holes (breakouts) and peripheral holes according to their positions and roles as shown in fig. 2.
In tunneling blasting, the arrangement of the cut holes is extremely important because only one free surface exists, the surrounding rock clamping force is large, and the blasting condition is difficult. The function of the undercut is to first create a cavity on the working face as a second free face, creating advantages for other blasthole blasting. The peripheral holes are used for controlling the specification shape of the tunnel section, the peripheral Kong Youchen contour holes are used for blasting off rocks around the tunnel, and finally the tunnel section design contour is formed, and the specification shape of the tunnel section is controlled, so that the blasted tunnel section, shape and direction meet the design requirements. The auxiliary holes are used for expanding and extending the range of the cut, and are also called caving holes, and are a large number of parallel or approximately parallel blast holes between the cut hole and the peripheral holes, and sometimes comprise a plurality of auxiliary cut holes for further expanding a groove cavity formed by the cut hole blasting. The caving holes are the main blast holes for breaking rock, and the rock is caving in a large amount by utilizing the free surface created by the slitting.
In the tunnel excavation engineering of the drilling and blasting method in the step 1, a great amount of engineering experience shows that the correlation between the drilling parameters from 10cm from the bottom of the hole to the bottom section of the hole of the previous footage and the surrounding rock characteristics of the tunnel of the next footage is the highest.
S2, determining the hardness degree of the rock at the bottom of each drilling hole according to the parameter array while drilling of the bottom of the undercut hole of the nth footage and the auxiliary hole.
The drilling parameters include average drilling speed, average drill rod impact pressure, average drill rod pushing pressure, average drill rod rotation pressure, average water flow rate and the like, and the energy consumed by drilling the unit volume of rock can be calculated through the drilling parameters and other physical parameters of the drill jumbo. Generally, the harder the rock, the higher the strength, the better the integrity, the more energy is expended per unit volume of rock drilled.
According to domestic scholars' research, the rock drilling machine drill bit has three functions: impact, thrust, and rotation. Analysis shows that the impact action is the main action form of rock breaking in the whole rock breaking process, and stress concentration can be generated. The thrust function is to adopt axial static load, so that prestress can be formed in the rock, and the rock breaking effect is improved. Furthermore, by applying a pushing force, a tight contact between the drill bit and the rock may be ensured, which may facilitate the transmission of impact energy. The final rotation is the application of a hoop rotational speed, the purpose of which is to shift the position of the bit teeth to assist in cutting rock around the impact blast hole.
While drilling parameters in drilling through a rock drill and the physics of some other rock drillMechanical parameters, the energy required by the drilling machine of the rock drilling trolley to drill the unit volume of rock, namely the drilling specific energy e (MJ/m) 3 )。
The formula is as follows:
where e is the energy required to drill a unit volume of rock (MJ/m) 3 )，e i Is the energy consumed by the impact (e i 、MJ/m 3 )，e t Is the energy consumed by the thrust (e t 、MJ/m 3 )，e n Is the energy (e) n 、MJ/m 3 ) Eta is the conversion energy efficiency of about 40% -70%, p i Is the impact force (Mpa), Δa is the difference (mm) between the front and rear regions of the impact piston 2 ) τ is the impact duration(s), f is the impact frequency (Hz), m is the piston mass (kg), v is the drilling speed (m/s), A is the cross-sectional area of the borehole (m 2 )，p t Is the thrust (Mpa), a is the cross-sectional area (mm) of the thrust piston 2 ) N is the drill rod speed (r/min) and T is the torque (N x m). The T torque is the product of the average drill pipe rotation pressure and the drill pipe area and the drill pipe radius, and the actual data processing mode is also based on the maximum torque 6710 n x m and the maximum rotation pressure 210bar of the drill jumbo provided by the manufacturer, so that the torque under different rotation pressures is calculated through the ratio 671/210.
In addition, the mathematical relationship between the compressive strength of rock saturation Dan Shanzhou and the crushing specific work of rock is obtained through experimental study, as shown in the formula (2): the rock saturated uniaxial compressive strength is compressive strength for short, and is the ultimate compressive stress value when a rock test piece is broken under unidirectional compression condition, and the crushing ratio is higher than the workIs the work consumed to break up a unit volume of rock.
Wherein: delta c -rock saturated uniaxial compressive strength, MPa;
specific work of crushing, J/cm 3 ；
Through experimental study, it is found that the drilling specific energy e (MJ/m 3 ) And the crushing ratio work a (J/cm) 3 ) Are almost equal, i.eAt the same time, the unit symbol is converted into 1MJ/m 3 ＝1J/cm 3 。
After the uniaxial compressive strength of the rock is calculated, the rock can be classified into 10 grades according to the firmness coefficient (f) of the rock, and the rock with higher grades is easier to crush (i.e. the lower the firmness coefficient of the rock is, the softer the rock), and the firmness coefficient is also called the praise coefficient:
wherein: f- -the solidity coefficient of the rock, unit 1;
a robustness factor classification table, as in table 1:
TABLE 1
S3, determining the coordinates Wn of the bottom of the blast hole with the softest rock at the bottom of the hole by comparing the softness and hardness degree of all the undercut holes and the bottom of the auxiliary hole at the nth footage.
S4, finishing the rest blasting construction operation of the nth footage: charging, detonating, deslagging and the like.
The blasting construction operation comprises drilling, charging, detonating, cleaning slag, transporting and the like, so that the rest blasting construction operation needs to be completed after the steps of drilling and collecting parameters while drilling are completed by the footage.
S5, as shown in FIG. 3, starting the drilling operation of the n+1th footage, arranging the centroid point of the cut area at the bottom coordinates Wn of the blasthole of the n-th footage, and determining the position of the cut hole around the coordinates Wn;
the region surrounded by the boundary of the circumference of the cut hole of the footage is a cut region, and the center position of the region is the centroid point of the cut region.
S6, as shown in fig. 4, the positions of the auxiliary holes and the peripheral holes of the (n+1) th footage are determined around the cutting area.
The auxiliary holes and the peripheral holes have the following arrangement principle:
(1) The holes are uniformly distributed, so that the energy is fully utilized, and the rock is ensured to collapse according to the design contour line. The distance between the auxiliary holes and the adjacent blast holes is generally 0.4-0.8 m, the distance between the non-bottom peripheral holes and the adjacent blast holes is 0.5-1.0 m, and the distance between the peripheral holes and the contour line is 0.1-0.2 m.
(2) The arrangement of the bottom peripheral holes is difficult, and blind cannons are easy to generate when water is accumulated, so that:
1) The distance between adjacent bottom peripheral holes is 0.4-0.7 m, and the distance between the bottom peripheral holes is 0.4m during slag blasting.
2) The hole opening of the peripheral hole at the bottom is 0.1-0.2 m higher than the bottom plate of the roadway, but the hole bottom is 0.1-0.2 m lower than the bottom plate, and the depth of the blast hole is deepened by about 0.2m during slag blasting.
3) The charge quantity of the peripheral holes at the bottom is between the cut hole and the auxiliary hole, the charge height is 0.5-0.7 times of the hole depth, and 1-2 cartridges are added in each hole during slag throwing blasting.
S7, repeating the steps S1-S6 to perform blasting excavation of the tunnel.
By utilizing the method for arranging the blastholes according to the drilling parameters of the tunnel rock drill, the drilling and blasthole arrangement are adjusted, and the difference of the hardness degree of the rock in the blasting range can be considered, so that the waste of the explosive or poor blasting effect can be effectively avoided.
Tunnel blasting engineering example:
1. summary of engineering
The Sanqingshan tunnel is positioned in the upwinding market of Jiangxi province, and the total length is 11861m. The maximum size of the highest point of the tunnel is 12.94m, the maximum size is 14.86m, and the section shape of the tunnel is operated and constructed according to the design requirements of railway departments. The stratum of the tunnel site area is mainly granite in the Yanshan stage, and siltstone, silicalite and quartz sandstone of the joss. The surrounding rock of the tunnel is better, and mainly comprises IV and V type surrounding rock. The burial depth of the tunnel entrance section is about 50-100 m, and the rest burial depth is 200-500 m.
2. Principle of blasting design
1. Ensuring that the section size and the flatness of the profile surface after blasting excavation meet the design requirements, the overexcavation is not more than 15cm, and the underexcavation is not more than 5cm.
2. The stone slag after blasting excavation has uniform block size, and slag piles are concentrated, so that slag loading and transportation are facilitated.
3. And determining reasonable blasting parameters and blasting modes according to design requirements and geological conditions, and reducing disturbance to rock mass around the tunnel as much as possible.
4. On the premise of ensuring the blasting effect, the length of blast holes and the consumption of blasting equipment required by blasting unit rock mass are reduced as much as possible, and the blasting cost is reduced.
5. On the premise of ensuring the construction quality, the engineering construction progress is quickened.
6. Fully considers the requirements of construction environment protection and civilized construction, adopts an advanced, reasonable, safe, reliable, economical and feasible blasting construction scheme, and ensures the smooth expansion of engineering construction.
3. Overall construction scheme
Surrounding rock conditions of the tunnel are good, the surrounding rock enters from an inlet and an outlet of the tunnel respectively, a full-section disposable drilling and blasting excavation scheme is adopted, namely, a middle cutting mode, surrounding auxiliary holes and surrounding smooth blasting mode according to a designed contour are adopted for excavation.
4. Blasting design
1. And excavating a circulating footage. The tunnel surrounding rock mainly comprises IV type surrounding rock and V type surrounding rock, wherein the excavation circulating footage of the IV type surrounding rock is 3.0m, and the excavation circulating footage of the V type surrounding rock is 3.5m.
2. And the specific consumption of the explosive. Class IV surrounding rock explosive power consumption is about 0.8kg/m 3 The specific consumption of the V-type surrounding rock explosive is about 1.0kg/m 3 。
3. And (3) drilling arrangement. According to the general scheme of full-section excavation, hole distribution modes of arranging cut holes in the middle, auxiliary holes around and blasting holes on the periphery are arranged.
1) Drilling diameter: the hand wind is used for drilling holes, and d=42 mm except for the diameter d1=89 mm of the middle hole of the cut hole. The drilling platform is self-made and is divided into three layers, and 4 drilling machines are arranged on each layer for three-dimensional operation.
2) Cutting the slot: the cut hole is positioned at the middle lower part of the tunnel, adopts compound wedge cut holes, has 2 hollow holes in the middle and is respectively provided with 9 cut holes at the left side and the right side. The row spacing of the cut holes is 0.9m, and the hole spacing is 0.4m. The arrangement of the cut holes is shown in figures 1-2.
3) Auxiliary hole: the auxiliary holes are vertical holes. Auxiliary hole pitch: a= (8-12) d=0.70m; gun hole utilization η=90%; hole depth: l=l/90%. The hole depths of IV and V class surrounding rocks are 3.3m and 3.8m respectively.
4) Smooth blasting hole: for convenient construction, the excavated section is consistent with the design section, and the photo-explosion hole is drilled at a distance of 0.2m from the excavated contour line and is inclined outwards by 4 degrees. Smooth blast hole pitch b= (10-18) d=0.60 m; taking 0.8 of the dense coefficient m of the smooth blasting holes, and the minimum resistance line: w=b/m=0.75 m. The blast hole arrangement is shown in fig. 5 and 6.
5. Design of charging structure
The explosive adopts a second rock emulsion explosive,the length of the medicated roll is 20cm, and each section of medicated roll is 0.15kg.
1. Filling length: l1= (10-20) d=0.50m.
2. The charging structure comprises:
1) And (5) cutting the slot. The length of the blast hole is 1.6-4.1 m, the charging length from the bottom of the blast hole is 1.2-3.6 m, 6-18 sections of cartridges are continuously charged, and the rest part is filled.
2) Auxiliary holes. For class iv surrounding rock, the borehole length is 3.3m, and the charge length from the bottom of the borehole: 3.3 m-0.5m=2.8m, continuously loading 14 sections of medicine, and filling the rest part; for class V surrounding rock, the borehole length is 3.8m, charge length: 3.8 m-0.6m=3.2m, 16 sections of medicine are continuously filled, and the rest part is filled.
3) And (5) a light explosion hole. For class IV surrounding rock, the length of the blast hole is 3.3m, for class V surrounding rock, the length of the blast hole is 3.8m, and the density of linear charge is 0.20kg/m, and the linear charge is charged at intervals.
6. Construction is carried out according to the method of the invention
Step 1: sequentially drilling blast holes on an nth excavation ruler of a tunnel by using a rock drill: the drilling method comprises the steps of taking out a slot hole, an auxiliary hole and a peripheral hole, collecting drilling parameters of 10cm sections of the bottom of the slot hole and the auxiliary hole of the whole slot hole of the footage from a rock drill at intervals of t while drilling, storing the drilling parameters as an array, wherein the array of the drilling parameters comprises the center coordinates of the bottom section of each drilling hole, the average drilling rod impact pressure, the average drilling rod pushing pressure, the average drilling rod rotation pressure and the average drilling speed.
Step 2: and determining the hardness degree of the rock at the bottom of each drilling hole according to the parameter array while drilling of the bottom of the undercut hole and the auxiliary hole of the nth footage.
By means of the while-drilling parameters, the energy required by each drill to drill into a unit volume of rock, i.e. the drilling specific energy, is calculated, taking into account the mechanical performance parameters of the rock drilling machine, and the degree of hardness of the rock is divided by means of the parameters.
Step 3: determining a blast hole bottom coordinate Wn of the softest rock at the hole bottom by comparing the softness degree of all the undercut holes at the nth footage and the auxiliary hole bottom;
step 4: finishing the n-th footage residual blasting construction operation: charging, detonating, deslagging and the like.
Step 5: starting the drilling operation of the n+1th footage, arranging the centroid point of the cut area at the bottom coordinate Wn of the blast hole of the n-th footage, and determining the position of the cut hole around the coordinate Wn;
step 6: the position of the auxiliary and peripheral holes of the n+1th footage is determined around the cut-out region.
Step 7: and (5) repeating the steps 1-6 to perform blasting excavation of the tunnel.
What is not described in detail in this specification is prior art known to those skilled in the art. Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that the present invention may be modified or equivalents substituted for some of the features thereof. All equivalent modifications made by the specification and drawings of the present invention are directly or indirectly applied to other related technical fields, and are within the scope of the present invention.
Claims (4)
1. A method of arranging blastholes according to while-drilling parameters of a tunnel rock drill, comprising the steps of:
step 1: sequentially drilling blast holes on an nth excavation ruler of a tunnel by using a rock drill: the method comprises the steps of taking a slot hole, an auxiliary hole and a peripheral hole, collecting drilling parameters from a rock drill from 10cm to a hole bottom section of the whole slot hole and the auxiliary hole at intervals of t while drilling, and storing the drilling parameters as an array, wherein the array of the drilling parameters comprises a central coordinate of the hole bottom section of each drilling hole, an average drill rod impact pressure, an average drill rod pushing pressure, an average drill rod rotation pressure and an average drilling speed;
step 2: determining the hardness degree of the rock at the bottom of each drilling hole according to the parameter array while drilling of the bottom of the undercut hole and the auxiliary hole of the nth footage;
step 3: determining a blast hole bottom coordinate Wn of the softest rock at the hole bottom by comparing the softness degree of all the undercut holes at the nth footage and the auxiliary hole bottom;
step 4: finishing the nth footage blasting construction operation;
step 5: starting the drilling operation of the n+1th footage, arranging the centroid point of the cut area at the bottom coordinate Wn of the blast hole of the n-th footage, and determining the position of the cut hole around the coordinate Wn;
step 6: the positions of the auxiliary holes and the peripheral holes of the (n+1) th footage are determined around the slitting area;
step 7: and (5) repeating the steps 1-6 to perform blasting excavation of the tunnel.
2. The method of claim 1, wherein step 2 comprises:
step 21: calculating the energy required by the drilling trolley driller for drilling the unit volume of rock through the drilling parameters during drilling of the driller and the physical and mechanical parameters of the driller, namely the drilling specific energy e:
where e is the energy required to drill a unit volume of rock, e i Is the energy consumed by the impact, e t Is the energy consumed by the thrust, e n Is the energy consumed by rotation, eta is the conversion energy efficiency of 40-70%, and p i Is the average drill rod percussion pressure, Δa is the difference between the front and rear areas of the percussion piston, τ is the percussion duration, f is the percussion frequency, m is the piston mass, v is the average drilling rate, a is the cross-sectional area of the borehole, p t The pressure is the average drill rod propelling pressure, a is the cross section area of a thrust piston, n is the drill rod revolution speed, T is the torque, and T is the product of the average drill rod revolution pressure, the drill rod area and the drill rod radius;
step 22: rock saturation Dan Shanzhou compressive strength was calculated by the specific work of chipping of the rock:
wherein: delta c -rock saturated uniaxial compressive strength;
-crushing specific work;
step 23: the solidity coefficient f of the rock is calculated,
3. the method according to claim 2, wherein the torque = average drill rod swivel pressure is drill jumbo maximum torque/maximum drill rod swivel pressure.
4. The method according to claim 1, characterized in that step 6, when determining the position of the auxiliary holes and the peripheral holes of the n+1th footage around the slitting zone, the auxiliary holes and the peripheral holes have the following arrangement principle:
(1) The distance between the auxiliary hole and the adjacent blast hole is 0.4-0.8 m, the distance between the non-bottom peripheral hole and the adjacent blast hole is 0.5-1.0 m, and the distance between the peripheral hole and the contour line is 0.1-0.2 m;
(2) The distance between adjacent bottom peripheral holes is 0.4-0.7 m, and the distance between the bottom peripheral holes is 0.4m during slag blasting;
the hole opening of the peripheral hole at the bottom is 0.1-0.2 m higher than the bottom plate of the roadway, but the hole bottom is 0.1-0.2 m lower than the bottom plate, and the depth of the blast hole is deepened by about 0.2m when slag is thrown and blasted;
the charge quantity of the peripheral holes at the bottom is between the cut hole and the auxiliary hole, the charge height is 0.5-0.7 times of the hole depth, and 1-2 cartridges are added in each hole during slag throwing blasting.
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| CN117610315B (en) * | 2024-01-19 | 2024-05-07 | 中国铁道科学研究院集团有限公司铁道建筑研究所 | Tunnel intelligent blasting design system based on multiple geological information |
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