CN110567329A - differential blasting vibration and flyrock control method - Google Patents

Abstract

The invention discloses a differential blasting vibration and flyrock control method. The differential blasting vibration and flyrock control method comprises the following steps: 1) designing a blasting scheme; 2) drilling and boring; 3) charging; 4) blasting: and (2) detonating by using millisecond delay detonators, wherein the detonation sequence adopts a subarea detonation, a first area close to an external building is detonated firstly, then a second area far away from the external building is detonated, the detonation sequence of each area comprises the steps of detonating the cut hole, then detonating the tunneling hole, then detonating the peripheral holes, finally detonating the bottom holes, the delay of the cut hole is controlled to be 60-100 milliseconds, the delay of the tunneling hole is set to be 600-750 milliseconds, and the delay of the peripheral holes is set to be 950-1150 milliseconds. The control method has the advantages of good blasting effect, high accuracy and good safety.

Description

Differential blasting vibration and flyrock control method

Technical Field

The invention relates to the technical field of engineering blasting, in particular to a differential blasting vibration and flyrock control method.

Background

The differential blasting technique is also called a millisecond blasting technique, and is a delayed blasting with a delay time interval of several milliseconds to several tens milliseconds. The blasting time interval of the blast holes of the front and the rear adjacent sections is extremely short, so that energy fields generated by blasting of the blast holes can be mutually influenced, and the blasting effect can be effectively improved. Because each section of the millisecond series detonator has a small time difference, the first detonating explosive causes certain damage in the rock mass, and cracks and free surfaces with certain widths are formed, so that favorable blasting conditions are provided for the later detonating explosive. However, in the traditional differential blasting technology, the throwing distance and blasting width of the rock are difficult to control, the blasting vibration influence and flying rock damage are large, and the blasting safety is low.

disclosure of Invention

The invention aims to provide a differential blasting vibration and flyrock control method which can be accurately controlled and has high safety.

to achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a differential blasting vibration and flyrock control method, comprising the steps of:

1) Designing a blasting scheme: controlling the distribution of the blast holes, the number of the blast holes and blast hole blasting parameters; the blast hole blasting parameters comprise the aperture, hole distance, resistance line and depth of a cut hole, a tunneling hole, a peripheral hole and a bottom hole;

2) Step hole drilling and hole drilling: the blast holes are distributed in a sector mode, and the cutting mode of the blast holes is wedge-shaped cutting;

3) Charging: adopting continuous charging, wherein the diameter of the explosive is smaller than the diameter of the corresponding blast hole, a gap is formed between the explosive and the wall of the blast hole, and the explosive is continuously charged in the blast hole;

4) Blasting: and (2) detonating by using millisecond delay detonators, wherein the detonation sequence adopts a subarea detonation, a first area close to an external building is detonated firstly, then a second area far away from the external building is detonated, the detonation sequence of each area comprises the steps of detonating the cut hole, then detonating the tunneling hole, then detonating the peripheral holes, finally detonating the bottom holes, the delay of the cut hole is controlled to be 60-100 milliseconds, the delay of the tunneling hole is set to be 600-750 milliseconds, and the delay of the peripheral holes is set to be 950-1150 milliseconds.

In one embodiment, the aperture of each cutting hole is 45mm-48mm, the distance between every two adjacent cutting holes is 650mm-750mm, the resistance line of each cutting hole is 400mm-500mm, and the depth of each cutting hole is 1100mm-1250 mm.

in one embodiment, the aperture of each tunneling eye is 55-60 mm, the distance between every two adjacent tunneling eyes is 650-750 mm, the resistance line of each tunneling eye is 400-500 mm, and the depth of each tunneling eye is 1050-1150 mm.

In one embodiment, the aperture of the peripheral eye is 45mm-48mm, the distance between two adjacent peripheral eyes is 800mm-900mm, the resistance line of the peripheral eye is 400mm-450mm, and the depth of the peripheral eye is 1000mm-1100 mm.

in one embodiment, the aperture of each bottom eye is 40mm-45mm, the distance between every two adjacent bottom eyes is 750mm-850mm, the resistance line of each bottom eye is 500mm-650mm, and the depth of each bottom eye is 400mm-500 mm.

In one embodiment, the detonation network in the blasting step is a differential detonation network consisting of millisecond delay detonators.

In one embodiment, in the charging step, the mass of the charge of each blast hole is controlled to be 0.1kg-0.5 kg.

in one embodiment, the blasting step is initiated by using a high-pressure initiator.

In one embodiment, the bore is configured as an angled bore.

in one embodiment, the millisecond delay detonator is an electronic digital detonator.

The invention at least comprises the following beneficial effects: the blasting holes are distributed in a sector mode, millisecond delay detonators are used for blasting, the blasting sequence adopts zone blasting, the blasting slotted holes are blasted firstly, then the tunneling holes are blasted, the peripheral holes are blasted secondly, the bottom holes are blasted finally, differential blasting can be adopted, blasting seismic waves generated by the blasting holes which are blasted successively are subjected to interference superposition by setting proper inter-zone delay to achieve the effect of reducing vibration, the direction of the minimum resistance line of the blasting explosive can be changed, the action direction of the blasting explosive is parallel to the rock wall, the throwing distance and the blasting width of rocks are reduced, the large block rate of the blasting rocks is reduced, material abandonment is reduced, the damage of blasting vibration, shock waves, flying rocks and the like is reduced, the free surface is increased, a good free surface is created for subsequent blasting, and the blasting effect is effectively improved. Therefore, the invention has good blasting effect, high precision and good safety.

Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.

Drawings

fig. 1 is a flow chart of a differential blasting vibration and flyrock control method according to an embodiment of the invention.

Detailed Description

the present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.

It should be noted that in the description of the present invention, the terms "lateral", "longitudinal", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.

As shown in fig. 1, the invention discloses a differential blasting vibration and flyrock control method, which comprises the following steps:

s11: designing a blasting scheme: controlling the distribution of the blast holes, the number of the blast holes and blast hole blasting parameters; the blast hole blasting parameters comprise the aperture, hole distance, resistance line and depth of the cut hole, the tunneling hole, the peripheral hole and the bottom hole.

Blastholes on the tunnel blasting working face are divided into the following parts according to the difference of positions and actions: a cut hole, a tunneling hole, a peripheral hole and a bottom hole.

The cutting holes are generally arranged at the middle lower part of the working face, and the cutting holes are used for firstly blasting a slot cavity under the condition of a free face (namely the working face) and adding a new free face for blasting other blastholes so as to reduce the clamping effect of rocks and improve the blasting effect. The undercut hole is thus the first blasthole to detonate. In order to fully play the role of the slotted hole, the depth of the slotted hole is 150-250 mm deeper than other blast holes, the loading is increased by 15-20%, and a continuous loading structure is adopted.

Optionally, in one embodiment, the aperture of each of the cutting holes is 45mm-48mm, the distance between two adjacent cutting holes is 650mm-750mm, the resistance line of each cutting hole is 400mm-500mm, and the depth of each cutting hole is 1100mm-1250 mm. Specifically, the aperture of the cutting hole is 46mm, the distance between two adjacent cutting holes is 700mm, the resistance line of the cutting hole is 450mm, and the depth of the cutting hole is 1200 mm.

By perimeter hole is meant the outermost ring of blastholes arranged along the perimeter of the tunnel, the function of which is to control the profile of the tunnel section. The peripheral eye has the smallest drug loading, and mostly adopts uncoupled charges or spaced charges.

Optionally, the aperture of each peripheral eye is 45mm-48mm, the distance between two adjacent peripheral eyes is 800mm-900mm, the resistance line of each peripheral eye is 400mm-450mm, and the depth of each peripheral eye is 1000mm-1100 mm. Specifically, the aperture of the peripheral eye is 45mm, the distance between two adjacent peripheral eyes is 850mm, the resistance line of the peripheral eye is 425mm, and the depth of the peripheral eye is 1050 mm.

The heading holes are all blast holes between the cut holes and the peripheral holes, and can be one circle or several circles of blast holes, and are generally determined according to the size of the section of the tunnel. The function of the tunneling hole is to enlarge the slot cavity formed by the blasting of the cut hole and create favorable conditions for the blasting of the peripheral holes. The loading amount of the tunneling hole is between that of the cutting hole and that of the peripheral hole, and a continuous loading structure is mostly adopted.

Optionally, the aperture of each tunneling eye is 55-60 mm, the distance between every two adjacent tunneling eyes is 650-750 mm, the resistance line of each tunneling eye is 400-500 mm, and the depth of each tunneling eye is 1050-1150 mm. Specifically, the aperture of the tunneling eye is 58mm, the distance between two adjacent tunneling eyes is 675mm, the resisting line of the tunneling eye is 450mm, and the depth of the tunneling eye is 1050 mm.

The bottom hole is a blast hole drilled at the bottom of the mining face. In one embodiment, the aperture of each bottom eye is 40mm-45mm, the distance between every two adjacent bottom eyes is 750mm-850mm, the resistance line of each bottom eye is 500mm-650mm, and the depth of each bottom eye is 400mm-500 mm. Specifically, the aperture of the bottom eye is 43mm, the distance between two adjacent bottom eyes is 780mm, the resistance line of the bottom eye is 600mm, and the depth of the bottom eye is 450 mm.

S12: step hole drilling and hole drilling: the blast holes are distributed in a fan shape, and the cut form of the blast holes is a wedge-shaped cut.

Optionally, the structure of the drill hole is an inclined hole, the distribution of the resistance lines is uniform, and large blocks and residual root bottoms are not easy to generate after explosion; the steps are more stable, the slope surface of the steps is easy to maintain, and the damage to the next step surface is small; it can obtain higher efficiency, and the shape of the rock mass after blasting is better.

The function of the depth of the super drill is to overcome the clamping effect of the step bottom plate rock, so that the sill is not remained after blasting, and a flat bottom plane is formed after excavation. Too large selection of the ultra-deep position causes waste of drilling holes and explosives, increases damage to the top surface of the next step, brings difficulty to drilling holes and enhances the influence range of blasting effect; the ultra-deep defect will produce root bank, influence digging and transporting construction. According to practical experience, the ultra-deep can be determined according to the following formula: and (0.05-0.25) H, wherein H is the height of the step. Specifically, h of the inclined deep hole is 0.3 m.

Specifically, the considerations for drilling include the following:

(1) Preparing before drilling, leveling the field in the drilling area as much as possible to meet the requirement of safe access of a drilling machine, and completing drilling of all front-row key blast holes as close to the front-edge free surface as possible to ensure that the drilling hole meets the design requirement;

(2) The drilling area should not have pumice and virtual square, which is beneficial to improving the drilling speed of the drilling machine, giving play to the efficiency of the drilling machine, preventing hole collapse and hole blockage and improving the hole forming rate;

(3) When arranging blast holes, the parameters should be as accurate as possible, the hole positions are regular, and obvious stones are used as temporary pile sticking marks. When drilling of blast holes at individual positions is difficult, the hole positions can be properly adjusted, but the deviation of the hole positions is controlled within 50 cm;

(4) When drilling, the consistency of all blast hole directions is ensured. When a vertical blast hole is drilled, the verticality of the drilling carriage can be checked from two directions by using vertical balls when the drilling carriage is erected, and a steady sliding frame can be supported to drill holes after the requirements are met; the direction of the rock drilling carriage is measured by a blast hole angle meter, drilling can be carried out after the requirement is confirmed to be met, and the angle deviation of the rock drilling carriage cannot exceed +/-1 degree;

(5) the drilling depth should be as accurate as possible, the depth error should be controlled within 5% of the designed depth of the blast hole to ensure the flatness of the next step surface (or roadbed surface) after blasting, and enough depth of over drilling should be provided to reduce the underexcavated shallow hole blasting treatment capacity.

s13: charging: adopting non-coupling continuous charging, wherein the diameter of the explosive is smaller than the diameter of the corresponding blast hole, a gap is formed between the explosive and the wall of the blast hole, and the explosive is continuously charged in the blast hole.

The main medicine varieties are selected according to the hardness and softness of the rock and the dry and wet conditions of the blast hole. The blast hole with high hardness and dry rock adopts bulk expanded ammonium nitrate explosive or ammonium slack wax explosive with high linear explosive density, large explosive gas amount and low price as main explosive of a main blast hole and a buffer hole; the bulk or pipe-packed 2# rock powdery emulsion explosive with good water resistance is selected as the main medicine for the application under the conditions of water-containing blast holes and rainy season.

In one embodiment, in the charging step, the weight of the charge of each blast hole is controlled to be 0.1kg-0.5 kg. During blasting design, the unit explosive consumption of the explosive is adjusted in time according to geological lithology changes, and the explosive usage is reduced on the premise of ensuring the blasting effect; in the charging process, the condition that explosives are left outside a blast hole is reduced, and wind shielding measures are taken during wind blowing charging.

In addition, before charging in blast holes drilled on the tunneling working face, firstly, a sealing water bag is charged at the bottom position of each blast hole; the traditional digital electronic detonator is used for accurately controlling the auxiliary hydraulic blasting vibration, the unit consumption of explosive is low, the blasting vibration speed is low, but the breaking effect on extremely hard rock is poor, and in the embodiment, scientific hole distribution and strict initiation sequence are carried out according to field conditions to serve as auxiliary measures so as to exert the hydraulic blasting effect.

S14, blasting: and (2) detonating by using millisecond delay detonators, wherein the detonation sequence adopts a subarea detonation, a first area close to an external building is detonated firstly, then a second area far away from the external building is detonated, the detonation sequence of each area comprises the steps of detonating the cut hole, then detonating the tunneling hole, then detonating the peripheral holes, finally detonating the bottom holes, the delay of the cut hole is controlled to be 60-100 milliseconds, the delay of the tunneling hole is set to be 600-750 milliseconds, and the delay of the peripheral holes is set to be 950-1150 milliseconds. Once ignition and multi-section detonation are carried out, so that the blasting vibration strength is weakened, and the aims of damping and improving the crushing effect are fulfilled. In a section with a complex environment, in order to ensure that nearby building facilities are not influenced by vibration, a differential detonation mode combining hole inside and hole outside is adopted, certain time intervals are arranged between holes and between rows, the blasting vibration is reduced to the maximum extent, and the vibration speed of the building facilities nearby an explosion area is controlled within the national blasting specified safety range.

the primer detonator in the blast hole is a millisecond detonator with a detonator leg wire length of 5-25 m or is manufactured by a predetermined manufacturer according to requirements. The sections of domestic millisecond nonel detonators are generally 0-10 sections (0 section is instantaneous) and are used for controlling the detonation time of each blast hole. The detonation time of each blast hole is determined according to the hole pattern parameters and the rock hardness, and is generally more than 50 MS. Optionally, the millisecond delay detonator is an electronic digital detonator, which can perform precise time control. The accurate blasting control of the digital electronic detonator assists the hydraulic blasting to have advantages in the surrounding rock broken zone and the joint crack development section, and can be used in the weak stratum section. Further optionally, a high-pressure initiator is used for initiation in the blasting step.

Optionally, the detonation network in the blasting step adopts a differential detonation network composed of millisecond delay detonators. In the embodiment, factors such as actual geological and topographic conditions, surrounding environment, construction period, safety requirements, technical scheme feasibility, economic benefits and the like of the project are comprehensively considered, the hole-by-hole differential detonation blasting technology has outstanding advantages in blasting vibration control, high safety coefficient and good blasting effect, can meet the blasting operation requirements of the underpass building, and has the best tunneling feasibility for the underpass building in the tunnel in the complex environment of the urban area.

the specific embodiment is as follows: taking the general contract project of a certain canopy region reconstruction (urban village), the surrounding environment of the project is complex: dongling poultry wholesale market, Nanling community and road. The project plan land area is 5.82 ten thousand square meters, the total building area is 41.37 ten thousand square meters, wherein 26.56 ten thousand square meters are above ground, 14.81 ten thousand square meters are below ground, the project integrates high-rise residence, business, office and hotel, 2-layer underground garage is below ground, 6 high-rise residence buildings with 33 floors, 1 business and office building with 6 floors, and 1 hotel and office building with 15 floors. The method for controlling the differential blasting vibration and the flying stones specifically comprises the following steps:

1. Selection of blasting equipment

(1) Selection of explosive varieties

The explosive variety and the blasting vibration speed of the explosive have direct influence. According to the engineering geology, hydrology conditions and construction environment conditions, the emulsion explosive with good waterproof effect is selected, and the detailed specifications are as follows: the aperture is 40mm, the diameter is 32mm, the length is 200mm, the weight is 150g, and the shape and the package adopt cylindrical, plastic package or kraft paper package.

(2) Selection of detonator variety

The size of blasting vibration speed is related to the explosive quantity of simultaneous blasting, the blasting time difference of each section of detonator is properly increased in design, the superposition of front and rear section vibration waves is prevented, the section is gradually adjusted according to the test blasting effect in actual construction, the maximum single-section primary blasting amount is strictly controlled, and the reasonable blasting time difference is ensured so as to achieve the purpose of reducing vibration. The project selects millisecond delay detonator and uses in low-section jump. The detailed parameters are as follows: the diameter is 5mm, the length is 60mm, the tail wire is 7m, and the package is a metal shell.

(3) Initiator selection

The YJGN-500 type high-pressure exploder is selected.

2. blasting design

1 blasting design

1) Reference value of blasting parameters

(1) The aperture of the cutting hole is 46mm, the distance between two adjacent cutting holes is 700mm, the resistance line of the cutting hole is 450mm, and the depth of the cutting hole is 1200 mm. And d is 38-40 mm, d is 40mm, and a phi 40 straight-line alloy drill bit is adopted for drilling.

The aperture of the peripheral eye is 45mm, the distance between two adjacent peripheral eyes is 850mm, the resistance line of the peripheral eye is 425mm, and the depth of the peripheral eye is 1050 mm.

the hole diameter of the tunneling eye is 58mm, the distance between two adjacent tunneling eyes is 675mm, the resisting line of the tunneling eye is 450mm, and the depth of the tunneling eye is 1050 mm.

The aperture of the bottom eye is 43mm, the distance between two adjacent bottom eyes is 780mm, the resisting line of the bottom eye is 600mm, and the depth of the bottom eye is 450 mm.

(2) Maximum segment firing charge calculation (Q)

And controlling the blasting vibration speed to be not more than 1.5cm/s according to the actual condition of the surrounding environment of the construction site. The checking calculation is as follows:

Q＝R3*V3/a/K3/a

In the formula: q-maximum section loading quantity, and blasting design maximum section loading quantity;

V-the shock velocity caused by blasting is cm/s;

R is the distance from the center of the detonation source to the shock speed control point;

k-coefficients related to media characteristics, mode of blasting, blasting conditions, etc.;

α -coefficients related to propagation path, geology, distance, topography, etc.;

The range of Q is 0.1kg to 0.5kg depending on the working environment.

2) Blast hole arrangement and cut-out form

The blast holes are arranged in a fan shape and in a linear shape. Because the depth of the blast hole is smaller, a wedge-shaped cut is adopted. Compared with a straight-hole cut, the cut makes full use of the free surface, has small resistance and is beneficial to linear hole distribution and detonation.

3) Single cycle drilling and blasting parameters

The drilling and blasting parameter table is explained by taking a single-cycle drilling and blasting parameter of an upper step section excavated by a step method as an example.

TABLE 1 Brill blast parameter Table data

2) Powder charging structure

All blast holes adopt a continuous bottom charging structure, and the stemming blocking length is not less than 500 mm.

3) Initiation sequence

The blasting adopts full-face one-time blasting, and the blasting sequence according to the partition segmentation principle comprises the steps of firstly blasting the slotted hole, then blasting the tunneling hole, secondly surrounding holes and finally blasting the bottom hole. In order to weaken the propagation of blasting vibration, the blast holes close to the building are blasted first and then the blast holes far away are blasted. The blasting sequence is to detonate the cut hole, detonate the tunneling hole and finally the peripheral hole. The delay of controlling the cut hole is set to be 60-100 milliseconds, the delay of the tunneling hole is set to be 600-750 milliseconds, and the delay of the peripheral hole is set to be 950-1150 milliseconds. And the detonation time difference is adjusted through monitoring data, so that resonance with a building is avoided.

4) Detonation network

A differential detonating network consisting of millisecond delay detonators is adopted for detonation, and the maximum section explosive amount is 3.5 kg.

5) Initiation mode

The high-performance initiator is selected, the detonating detonator is a detonating tube detonator, and the high-performance electronic excitation type initiator is used for detonating.

3. Safety checking calculation

1) Savowsky formula

The blasting seismic effect is a relatively complex problem and is influenced by various factors, such as the position of a blasting source, the loading amount, the blasting mode, the propagation medium, local site conditions and the like, and is also related to factors such as foundation characteristics, constraint conditions, construction quality and the like. The factors influencing the blasting vibration strength are more, and the most important factors are as follows: the explosive quantity comprises the total explosive quantity and the maximum explosive quantity; distance, i.e. the horizontal distance from the centroid to the structure point. In addition, factors such as geometric form, geological conditions, lithology characteristics and the like of the site are also considered, and the site coefficient is generally added into the relationship between the speed and the dosage and the distance and is considered together. K, a value for lithology (GB recommendation)

TABLE 2 lithology values

Lithology	k	a
			Hard rock	50～150	1.3～1.5
Medium hard rock	150～250	1.5～1.8
			Soft rock	250～350	1.8～2.0

The size of the representation can be expressed by adopting a Sadawski formula (the values of K and alpha are shown in a recommendation table):

wherein Q is explosive amount (kg), single-stage blasting explosive amount;

R is the distance (m) from the measuring point to the explosion source;

V is earthquake safe vibration speed (cm/s);

K. Alpha-coefficient and attenuation index related to the conditions of the blasting point topography, geology and the like.

In the formula, K and alpha are related to terrain and geology, so that the K and alpha values are changed along with different buried depths and different geological structures due to the influence of an elevation amplification effect and the geological structure during underground excavation, and the K and alpha values are dynamically managed and analyzed at different construction sections.

2) during blasting construction, firstly, testing the blasting, entering with a low index during testing the blasting, determining real K and alpha values of a protection target by detecting a vibration value V of the protection target, and then determining a maximum loading Qmax according to the K, alpha values and V, so that the Qmax determines a maximum circulation footage.

In important buildings, structures and pipelines, the inspection of the vibration velocity V is especially enhanced to obtain accurate K and α values of local sections, so as to ensure the safety of protected objects.

4. Blasting vibration damping control measure

1) Safety standard for blasting earthquake effect

when explosive explodes in rock, the strong shock wave and stress wave gradually attenuate into seismic wave along with the increase of propagation distance. Although the earthquake waves can not destroy the rocks, the earthquake waves can cause strong elastic vibration of the rocks, so that buildings around an explosion area are damaged or even collapsed, according to the blasting safety regulation (GB 6722-003) in China, the blasting vibration safety standard of blasting on the buildings and structures is provided, the corresponding relation between the peak vibration speed and the main frequency of mass points at the location of a protection object can be adopted for judging, the corresponding vibration speed is determined according to the frequency band of the main frequency, and the influence of a delay interval is considered.

2) blasting earthquake effect control idea

construction blasting is the best excavation and causes minimal ground vibration. To reduce ground vibration, it is not a complete solution to reduce the amount of load. Therefore, while the loading is reduced, the corresponding excavation length must also be shortened, so that the project progress is slow, the cost is increased, the ground vibration caused by construction blasting is reduced, and comprehensive treatment and multiple consideration are required.

(1) The maximum explosive amount of primary detonation is controlled, the maximum explosive amount of the primary detonation is reduced by adopting differential segmentation, and the seismic wave intensity is controlled.

(2) Vibration isolation and shock absorption are realized in a transmission path. A pre-splitting surface and a pre-splitting blasting crushing zone are formed between the main blast hole and the excavation boundary, and shock absorption are realized in a propagation way.

(3) Damping by adopting technical measures such as buffer blasting, smooth blasting and the like.

(4) According to the physical characteristics of the seismic waves, the seismic waves of different sections are separated, and the mutual superposition interference vibration reduction of the seismic waves is carried out by utilizing the phase difference.

5. Blasting equipment, blasting method and blasting circuit

1) The requirements of the conventional regulations

(1) the blasting equipment meeting the national standard or the industrial standard is used for various blasting operations.

(2) The person who carries out the processing of blasting equipment and blasting operation should not wear the clothing that produces static.

(3) The blasting equipment used in a humid or water environment is subjected to damp-proof and water-proof treatment; when the water-resistant explosive is used, the initiation equipment is subjected to waterproof treatment.

2) On-site test and inspection of blasting equipment

(1) Before blasting operation is carried out, appearance inspection is carried out on blasting equipment used; the necessary performance tests are performed on the meters, wires, and power supplies used.

(2) The blasting equipment appearance inspection items comprise: the detonator body should not be flattened, damaged or rusted, and the reinforcing cap should not be inclined; the explosive is not broken in the detonating tube, foreign matters or blockage is avoided, no fracture, oil stain or perforation is caused, and the end is sealed; the emulsion explosive should not thin or harden.

(3) The geotechnical blasting engineering should detect the following items: the detonation velocity and sympathetic detonation distance of the explosive; detonating speed of the detonating tube and delay time of the detonating tube detonator; detonation transfer test of the detonating network and the connection mode thereof; burst funnel test or component test burst.

(4) The test of the initiation power supply and the instrument comprises the following steps: the charging voltage and the shell insulation performance of the initiator; the material, specification, resistance value and insulating property of various connecting wires, area wires and main wires; the output current and the insulating property of the special blasting bridge, the ohm meter and the breakover device.

3) Detonating network

(1) The various detonating networks should use the detonating equipment qualified by the field inspection, the detonating networks should be connected strictly according to the design, at the position possibly causing damage to the detonating networks, measures should be taken to protect the networks passing through the position, and the laying of the detonating networks should be implemented by experienced blasting personnel or blasting technicians and implemented by double operation system.

(2) And (3) detonating network test: the detonating network should be subjected to a real explosion test or an equivalent simulation test; the actual explosion test of the detonating network is to detonate according to the designed network connection; in the equivalent simulation test, at least one branch circuit is selected to be connected with the detonator according to the design scheme, and other branch circuits can be replaced by equivalent resistors.

(3) And (3) detonating network inspection: the detonation network inspection is performed by an inspection group consisting of experienced blasting workers, and the inspection group is not less than two persons; the electric initiation network should be connected with the main line after the following checks are carried out: whether the power switch is in good contact or not and whether the current passing capacity of the switch and the conducting wire can meet the design requirement or not; whether the network resistance is stable or not is consistent with the design value; whether the network has a connector grounded or rusted, and whether the network has a short circuit or an open circuit; when the initiator is used for initiation, the initiation capability should be checked.

6. drilling hole

1) Preparation work: before starting, the preparation work is carried out for 'four-check', namely, whether the drilling machine and the bracket are normal is checked; checking the in-place and firm condition of the wind and water pipeline; checking whether tools such as a drill bit, a drill rod, a wrench and the like are in alignment; checking whether the consumed material is available or not for later use.

2) positioning: the workmans clearly distribute the drilling range and sequence of each drilling machine according to a blasting design drawing issued by a technical room, determine the center line, the horizontal line and the section outline of the excavation section before drilling, mark the position of the blast hole, and can drill after checking that the blasting design requirement is met.

when the excavation surface is concave-convex, the depth of the blast hole is adjusted according to the actual condition, the charge amount is correspondingly adjusted, and all the blast hole grounds except the cutting hole are strived to be on the same vertical surface;

3) Opening: according to the blasting design and the horizontal midline, the opening position is selected, pumice is planed, and the angle of the bracket is adjusted, so that the bracket is vertical to the rock surface at the open hole. During operation, water is supplied first and then air is supplied. Firstly, turning on half wind, drilling for 3-5 cm in order to prevent the drill rod from skidding, then adjusting the support, keeping the angle specified by the design, turning on full wind, and increasing the thrust.

4) Drilling: the support function is fully exerted during drilling so as to accelerate the drilling speed and reduce the physical labor; the drill rod, the air drill and the air leg are required to be on the same vertical plane, and are seen from the back to be a line, so that the drilling machine cannot swing left and right; one person operates one pneumatic drill, and the person stands behind the drilling machine to enable the pneumatic drill to be attached to the side of the drilling machine, so that the pneumatic drill is stabilized and does not swing left and right;

5) Poking a drill rod: after the drilling hole meets the design depth, the drill rod should be timely pulled to be transferred. In the rock with better integrity, the drill rod can be pulled out when the machine is stopped, and the water is firstly closed and then the air is closed when the machine is stopped. In rock breaking, a drilling machine is required to carry wind to rotate a poking rod in order to overcome resistance.

6) when drilling, the consistency of all blast hole directions is ensured. When a vertical blast hole is drilled, the verticality of the drilling carriage can be checked from two directions by using vertical balls when the drilling carriage is erected, and a steady sliding frame can be supported to drill holes after the requirements are met; the direction of the rock drilling carriage is measured by a blast hole angle meter, drilling can be carried out after the requirement is confirmed to be met, and the angle deviation of the rock drilling carriage cannot exceed +/-1 degree;

7) the drilling depth should be as accurate as possible, the depth error should be controlled within 5% of the designed depth of the blast hole to ensure the flatness of the next step surface (or roadbed surface) after blasting, and enough depth of over drilling should be provided to reduce the underexcavated shallow hole blasting treatment capacity.

7. medicine charge

1) After drilling, checking according to the arrangement diagram of the blastholes, and re-drilling blastholes which do not meet the requirements, and charging after the blastholes are checked to be qualified.

2) Before charging, the mud and the stone chips in the blast holes are cleaned by high-pressure air, all the charged blast holes are required to be plugged with the stemming, and the plugging length of the peripheral holes is not less than 20 cm;

3) and (4) arranging sections: and distributing the difference of the detonating detonator sections of each blast hole according to the blasting design, arranging the sections by a specially-assigned person, and strictly forbidding to randomly replace the difference of the detonating detonator sections. And inserting the initiating detonator into the cartridge as an initiating explosive package and placing the initiating explosive package in the drill hole.

4) Charging: firstly, the primary explosive cartridge is loaded, then other cartridges are loaded, and finally the stemming is blocked.

8. Detonation, post-blasting inspection

1) the blasting must be uniformly directed by special personnel, and personnel, equipment, lighting of a material tool and electrical equipment facilities are evacuated from a blasting operation area before the blasting is initiated. And sending out an alarm signal according to three stages of initiation preparation, initiation and blasting alert relief.

2) After 15 minutes, the blind misfire can enter the blasting surface for inspection, whether the blind misfire exists or not and the blind misfire is suspicious, the blind misfire cannot enter the next working procedure without being processed, each worker needs to be responsible for top finding and prying with great experience, and the used tool is light and convenient and has a guardian.

3) The unused blasting equipment is timely retired, and after the blasting equipment collected by the blind bombs and unsuitable for use, such as explosives, detonators, booster wires and the like are processed, the blasting equipment is further processed in a centralized manner according to relevant requirements.

9. Blasting warning measure

Each blasting operation group must arrange enough alertness personnel according to the needs, and each blasting operation is responsible for the overall alertness work by a pilot or a captain. Before the detonation, the blasting commander sends out a warning signal, the warning commander performs personnel evacuation and inspection work within a warning range to ensure that no people or livestock are in a warning area, and notifies the blasting commander after controlling each access. And after receiving the notice that the alerter can start blasting, the blasting commander sends a detonation breaking signal, has no abnormal condition and can command the detonation.

after the detonation is carried out for 15 minutes, after the blasting commander confirms the safety, the blasting commander can inform each alertness member to cancel the alertness. And (4) determining a blasting warning range. Construction in the hole: the explosion source is within 200 m; open-air construction: construction site area range.

10. blasting flyrock protection

the engineering place is a busy road, so that the prevention of blasting flying stones flying out of a foundation pit and the damage to pedestrians, vehicles and ground building structures are the important importance of blasting protection.

Underground blasting flyrock prevention: when the tunnel is subjected to internal explosion construction, personnel and construction machinery should be evacuated to an area which is not less than 200m away from a detonation source or cannot be injured by flying stones with a shelter.

1) in the construction, the blasting design is optimized, the blasting parameters are corrected according to the actual field, and the damage of blasting flying stones is reduced.

2) when the vertical shaft is constructed, the shot quilt is covered at the vertical shaft mouth, so that flying stones are prevented from flying out of the vertical shaft, and a steel shot quilt is adopted if necessary. An exhaust channel is arranged below the blasting quilt to ensure that blasting airflow is smoothly discharged.

3) In normal pit bench blasting, the flyrock is generally not too far, but when the blockage length is too small or the minimum resistance line is too large to form a blasting funnel effect, and when the rock stratum contains soft interlayers, the individual flyrock may fly far. In order to prevent individual blasting flyrock, after charging, a certain number of sand bags can be pressed above each blast hole, then a layer of steel plate with the thickness of 2mm is covered on each sand bag, and finally a certain number of sand bags are covered and pressed on the steel plate, so that a certain weight is ensured on the steel plate, and blasting shock waves can be resisted and the flyrock can be controlled.

11. Safety guarantee measure for storing, purchasing and using initiating explosive device

1) the initiating explosive device must be provided and distributed according to the plan by qualified civil explosive device companies specified by the public security department.

2) the storage location, storage criteria and protection criteria of the explosive devices are subject to approval from the local police department.

3) The blasting equipment used in the construction site needs to be taken and managed by specially-assigned persons, the taking and the recovery of the blasting equipment need to be recorded in detail, and the blasting equipment has file data signed by both parties.

4) when the remaining initiating explosive devices are blasted, they must be stored in the warehouse in time and have the files signed by both parties.

5) And initiating explosive, detonators and other initiating explosive cannot be stored in a construction site.

6) Blasting operation and blasting equipment processing personnel strictly forbid wearing chemical fiber clothes.

12. Attention matters are noted in the construction process:

1) Quality control

(1) according to the engineering characteristics, a sound and strict execution engineering quality assurance system is established;

(2) Strictly implementing construction organization management measures;

(3) Strictly obey the quality supervision of owners and supervisors;

(4) critical processes and special parts influencing the quality are strictly checked, and the control of the critical processes and the special parts is ensured, so that the construction quality is ensured;

(5) Construction is carried out according to the requirements of 'blasting construction technical scheme design', and a reasonable blasting method is adopted according to different terrain conditions;

(6) And in the construction process, the measurement work is well done. The blasting sideline is strictly controlled, and the occurrence of the superblast phenomenon is prevented and reduced;

(7) Technical personnel with abundant experience are equipped for technical guidance to ensure the engineering quality;

(8) The grain size of the slag stone is strictly controlled, the loading and transporting requirements are ensured to be met, and therefore the construction efficiency is improved.

2) safety assurance measures

(1) And selecting a blasting method according to engineering requirements and actual field conditions. The damage of blasting vibration, shock wave and flying stones is strictly controlled;

(2) The micro-difference blasting, one-time ignition and multi-section detonation are adopted, so that the blasting vibration strength is weakened, and the aims of damping and improving the crushing effect are fulfilled. In a section with a complex environment, in order to ensure that nearby building facilities are not influenced by vibration, a differential detonation mode combining inside and outside holes is adopted, certain time intervals are arranged between holes and between rows, and the blasting vibration is reduced to the maximum extent, so that the vibration speed of the building facilities nearby an explosion area is controlled within the national blasting specified safety range;

(3) the single-shot maximum charge is strictly controlled, an advanced differential blasting technology is adopted, when the rock with hard stone and better integrity is blasted, a wide-hole-pitch and small-row-pitch hole arrangement blasting technology can be used, the explosive energy is fully utilized by increasing the hole pitch and reducing the row pitch, and the crushing quality can be improved under the condition that the single-shot blasting area and the unit charge consumption are not changed;

(4) In order to ensure the stability and the flatness of the side slope, the graben slope protective layer is properly enlarged according to the actual situation except that the smooth blasting technology is insisted. In the poor stone section, when deep hole blasting is carried out, the height of the bench is reduced, the differential blasting is carried out, and the blasting dosage and the sectional dosage are reduced as much as possible so as to avoid disturbing the mountain body;

(5) And (5) construction is carried out according to the blasting safety regulations strictly, and blasting safety protection work is well carried out. And setting safety guard from the beginning of charging to prevent non-operating personnel from entering the site. After the network connection, the workers are gradually evacuated, the guardian and the protection personnel are in place at the appointed place, the temporary closing of the section is realized, and the people, the vehicles and the like are prevented from entering the explosion-applying area;

(6) Various blasting constructors need to be certified and on duty, and strictly execute 'safety technical assessment standard' on blasting operators. The purchase, transportation, on-site storage and use of the initiating explosive materials strictly implement the regulation of the management of civil explosive materials of the people's republic of China;

(7) And (4) strengthening the safety management of the construction site, and setting a safety sign and a warning line on the construction site. The blasting cannot be carried out in severe weather such as strong wind, thunder and lightning and the like.

3) Environmental protection measures

(1) The organization staff learns the environmental protection knowledge, strengthens the environmental protection consciousness, keeps clean, controls the dust raising, stops leaking the material, and leads people to realize the importance and the necessity of environmental protection. Regularly performing environmental inspection, and timely processing violation matters;

(2) The construction organization is implemented by seriously implementing the water and soil protection, environmental protection policy, policy and statute of all levels of governments and combining design files and engineering characteristics;

(3) And (3) treating the site waste and the earthwork waste on a civilized construction site according to design requirements and the designated place of a supervision engineer. The construction drainage system is timely perfected in the construction process, the water and soil loss is prevented, and the influence and damage to the surrounding natural environment are reduced as much as possible;

(4) Construction wastewater and domestic sewage sources need to adopt seepage wells or other treatment measures. The construction site garbage is transported to a designated place to be deeply buried, operation water containing sediments and oil stains is cleaned, and the operation water is treated by adopting a filtering or sedimentation tank method;

(5) certain covering measures are taken in material transportation. A watering cart is arranged on a construction site for watering and dust removal, so that the pollution of dust to the atmosphere is reduced;

(6) effective technical means and management measures are adopted to control the noise of the construction machinery and the transport vehicle to the minimum degree, so that the machinery is frequently maintained to protect the health of constructors, and the noise is reduced to the minimum limit;

(7) Controlling blasting time, and controlling dust blasting and smoke blasting to deviate from the village direction when wind exists;

(8) The night blasting is forbidden to avoid influencing and interfering the rest of villagers;

(9) Advanced sprinkling equipment is adopted to frequently sprinkle water on a construction site, so that dust is prevented from flying to pollute the surrounding environment;

(10) And in the place where the explosion area is close to the village, the explosion area covering measures are enhanced, and dust fall and noise reduction are realized while flying stones are prevented.

comparative example:

this embodiment differs from the specific embodiments of this patent in that: this comparative example does not employ zone initiation, and the delay for controlling the plunge hole is set to 50 milliseconds, the delay for the ripping hole is set to 800 milliseconds, and the delay for the peripheral hole is set to 1200 milliseconds. The maximum throwing distance of the flyrock is respectively tested, and the blasting effect is observed.

And (3) test results:

The flyrock of the comparative example had a maximum throw distance of 180m, whereas the specific examples of this patent had a maximum throw distance of 100 m. And the blasting effect of the specific example of the patent is better than that of the comparative example by observing the blasting effect of the specific example of the patent. Therefore, the invention has good blasting effect, high precision and good safety.

The invention at least comprises the following beneficial effects:

the invention at least comprises the following beneficial effects: the invention adopts millisecond delay detonator initiation, the initiation sequence adopts zone initiation, the initiation of the pilot hole is carried out firstly, then the pilot hole is initiated, next the peripheral hole is initiated, and finally the bottom hole is initiated, the differential blasting can be adopted, the initiation seismic waves generated by the blast holes which are initiated successively are subjected to interference superposition by setting proper time delay among the sections so as to achieve the effect of reducing vibration, the direction of the minimum resistance line of the explosive can be changed, and the action direction is parallel to the rock wall, so that the throwing distance and the blasting width of the rock are reduced, the rock burst bulk rate is reduced, the material abandonment is reduced, the damages of blasting vibration, shock waves, flying stones and the like are reduced, the free surface can be increased, a good free surface is created for the subsequent blasting, and the blasting effect is effectively improved. Therefore, the invention has good blasting effect, high precision and good safety.

While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.

Claims (10)

1. A differential blasting vibration and flyrock control method is characterized by comprising the following steps:

1) Designing a blasting scheme: controlling the distribution of the blast holes, the number of the blast holes and blast hole blasting parameters; the blast hole blasting parameters comprise the aperture, hole distance, resistance line and depth of a cut hole, a tunneling hole, a peripheral hole and a bottom hole;

2) step hole drilling and hole drilling: the blast holes are arranged in a sector mode, and the cutting form of the blast holes is a wedge-shaped cutting;

3) charging: adopting continuous charging, wherein the diameter of the explosive is smaller than the diameter of the corresponding blast hole, a gap is formed between the explosive and the wall of the blast hole, and the explosive is continuously charged in the blast hole;

4) Blasting: and (2) detonating by using millisecond delay detonators, wherein the detonation sequence adopts a subarea detonation, a first area close to an external building is detonated firstly, then a second area far away from the external building is detonated, the detonation sequence of each area comprises the steps of detonating the cut hole, then detonating the tunneling hole, then detonating the peripheral holes, finally detonating the bottom holes, the delay of the cut hole is controlled to be 60-100 milliseconds, the delay of the tunneling hole is set to be 600-750 milliseconds, and the delay of the peripheral holes is set to be 950-1150 milliseconds.

2. The differential blasting vibration and flyrock control method according to claim 1, wherein the diameter of each of the cutting holes is 45mm to 48mm, the distance between two adjacent cutting holes is 650mm to 750mm, the resistance line of each cutting hole is 400mm to 500mm, and the depth of each cutting hole is 1100mm to 1250 mm.

3. The method for controlling the differential blasting vibration and the flying stones according to claim 1, wherein the hole diameter of the tunneling eye is 55mm-60mm, the distance between two adjacent tunneling eyes is 650mm-750mm, the resistance line of the tunneling eye is 400mm-500mm, and the depth of the tunneling eye is 1050mm-1150 mm.

4. The differential blasting vibration and flyrock control method according to claim 1, wherein the diameter of the peripheral holes is 45mm-48mm, the distance between two adjacent peripheral holes is 800mm-900mm, the resistance line of the peripheral holes is 400mm-450mm, and the depth of the peripheral holes is 1000mm-1100 mm.

5. The differential blasting vibration and flyrock control method according to claim 1, wherein the diameter of the bottom hole is 40mm-45mm, the distance between two adjacent bottom holes is 750mm-850mm, the resistance line of the bottom hole is 500mm-650mm, and the depth of the bottom hole is 400mm-500 mm.

6. the differential blasting vibration and flyrock control method according to claim 1, wherein the blasting step is performed by using a differential blasting network consisting of millisecond delay detonators.

7. The differential blasting vibration and flyrock control method according to claim 1, wherein in the charging step, the mass of the charge in each blast hole is in the range of 0.1kg-0.5 kg.

8. the differential blasting vibration and flyrock control method according to any one of claims 1-7, wherein a high pressure initiator is used for initiation in the blasting step.

9. the differential blasting vibration and flyrock control method according to any one of claims 1-7, wherein the structure of the drilled hole is an inclined hole.

10. The differential blasting vibration and flyrock control method according to any one of claims 1 to 7, wherein the millisecond delay detonator is an electronic digital detonator.