CN110455137B - Extrahole differential networking construction method for vibration reduction blasting of underground excavation tunnel - Google Patents
Extrahole differential networking construction method for vibration reduction blasting of underground excavation tunnel Download PDFInfo
- Publication number
- CN110455137B CN110455137B CN201910641903.0A CN201910641903A CN110455137B CN 110455137 B CN110455137 B CN 110455137B CN 201910641903 A CN201910641903 A CN 201910641903A CN 110455137 B CN110455137 B CN 110455137B
- Authority
- CN
- China
- Prior art keywords
- hole
- blast
- blasting
- holes
- explosive
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
- F42D1/08—Tamping methods; Methods for loading boreholes with explosives; Apparatus therefor
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Abstract
The invention discloses an extrahole differential networking construction method for vibration reduction blasting of a subsurface tunnel. The method comprises the steps of distributing in-hole detonating detonators and out-of-hole detonating detonators according to blast hole parameters and networking parameters, wherein any two adjacent subsections in the subsections are connected in series through one out-of-hole detonating detonators, each subsection comprises a plurality of blast holes and a plurality of in-hole detonating detonators, each blast hole in the plurality of blast holes is connected with a first end of one in-hole detonating detonator in the plurality of in-hole detonating detonators, and a second end of each in-hole detonating detonator in the plurality of in-hole detonating detonators in each subsection is connected in parallel through one out-of-hole detonating detonator. The invention solves the problems of unstable blasting of the construction method of the hole internal differential networking and the construction method of the simultaneous internal and external differential networking.
Description
Technical Field
The invention relates to the field of blasting construction of underground excavated tunnels by a mining method, in particular to an extrahole differential networking construction method for vibration reduction blasting of underground excavated tunnels.
Background
At the present stage, urban subway underground excavation tunnels are taken as a typical model, the surrounding environment of underground excavation blasting engineering is increasingly complex, blasting safety risks such as blasting vibration and the like are increasingly emphasized, and vibration reduction blasting is also a fundamental factor restricting construction progress and construction safety, so that the research on vibration reduction blasting construction is very necessary in the complex underground excavation blasting environment.
In the prior art, the traditional mine method tunnel smooth blasting excavation generally adopts an in-hole differential method, and adopts the smooth blasting method to sequentially detonate from inside to outside, so that the disturbance to surrounding rocks can be reduced, and the tunnel overbreak and underexcavation can be effectively controlled.
For example, the invention patent with Chinese patent publication No. CN201611211317.5 discloses a vibration and noise reducing tunnel hollow hole mud vibration damping control blasting method, which positions the drill holes according to the drilling and blasting layout. Before loading, the holes are cleaned by high-pressure air, rock emulsion explosive and non-electric second delay detonator are respectively selected, the loading holes are loaded according to a damping blasting parameter design table, the peripheral holes are loaded at intervals, the rest blast holes are continuously loaded, the loading is completed, the blast mud is used for plugging in place, and the empty holes are filled by plastic bagged mud. And connecting the detonator in place as required, withdrawing the equipment and personnel beyond a safe distance, and detonating after safety is confirmed. The invention can not only enhance the bottom hole explosive force and improve the blast footage, but also particularly strengthen the reflection, refraction and absorption of blast waves of blasting, accelerate the blast waves → attenuation → stress waves → attenuation → seismic waves, greatly reduce the blast vibration and noise, greatly reduce the disturbance of residents and obtain good technical and economic effects by detecting the blast vibration speed below 5 cm/s.
The prior art has at least the following problems:
when the vibration reduction blasting is dealt with, the limited disadvantage of the conventional nonelectric millisecond detonator section number is more obvious, for controlling the vibration velocity, the single-section blasting explosive quantity is correspondingly required to be reduced, the single-section blasting effect is poor due to the reduction of the single-section blasting explosive quantity, the construction requirement is often difficult to meet by one-time blasting, the problem of multiple blasting is solved, if an in-hole differential networking construction method is adopted, fragments generated by the prior blasting can influence a circuit of the later blasting, the blasting stability is poor, and an in-hole and out-hole differential networking construction method is adopted, the construction process is extremely complex, and the problem of poor blasting stability still exists, so that the adverse influence is generated on the factors of safety, construction period, benefit and the like.
Aiming at the problem that blasting is unstable in the construction method of the in-hole differential networking and the construction method of the in-hole and out-hole differential networking in the prior art, no effective solution is provided at present.
Disclosure of Invention
The invention aims to provide an extrahole differential networking construction method for vibration reduction blasting of a subsurface tunnel.
The method comprises the following steps:
step 1: acquiring blast hole parameters, wherein the blast hole parameters comprise blast hole types, blast hole positions, the number of blast holes, the depth of the blast holes and single-hole explosive loading;
step 1.1, determining a medium coefficient K and an attenuation coefficient alpha of an excavated section according to lithology, wherein the value range of the medium coefficient K1-K3 is 50-150, 150-250 and 250-350, and the value range of the attenuation coefficient alpha is1-α3The value ranges of (1.3-1.5), (1.5-1.8) and (1.8-2.0);
step 1.2, determining the distance R from the charging center to a protected building and the mass point vibration speed V according to the protected object, wherein the range of the distance R from the charging center to the protected building is not less than 25m, and the range of the mass point vibration speed V is 0.1-30 cm/s;
step 1.3, calculating the maximum initiation explosive quantity Qmax of a single section according to the following Sa's formula (1):
V＝K(Q1/3/R)α……(1)，
the following single-stage maximum priming charge is calculated from the above formula (1):
Qmax＝R3(V/K)3/α……(2)，
wherein: r is the distance of the protected building, and K and alpha are the medium coefficient and the attenuation coefficient of the excavated section respectively;
step 1.4, determining a circular excavation blasting footage H according to the surrounding rock grades of an excavation site, wherein the surrounding rock grades are divided into I, II, III and IV grades, and the circular excavation blasting footage H1-H4According to the values of the surrounding rock grades I, II, III and IV, the values are 0.75m, 1.50m, 2.25m and 3.0m in sequence;
step 1.5, determining a blast hole utilization rate m according to the grade of surrounding rock of an excavation site, wherein the blast hole utilization rate m1-m4 is sequentially 85% from I to II, 90% from II to III and 95% from III to IV, wherein I, II, III and IV represent the grade of the surrounding rock;
step 1.6, calculating the depth H of the blast hole according to the following formula (3) according to the utilization rate m of the blast hole and the circulating excavation blasting footage H:
h＝m/H……(3)，
step 1.7, determining a charge coefficient x according to the grade of surrounding rock of an excavation site, wherein the charge coefficient x is1-x4The values of (A) are 0.4, 0.45, 0.50 and 0.60 in sequence;
step 1.8, calculating the single-hole explosive loading q according to the following formula (4) according to the explosive loading coefficient x and the blast hole depth h:
q＝χ*h；……(4)，
step 1.9, acquiring the number N of blast holes, the positions of the blast holes and the types of the blast holes;
step 1.91, calculating the number N of blast holes according to the following formula (5) according to the unit explosive consumption d, the excavated section area s, the explosive loading coefficient x and the explosive mass y of each meter of cartridge:
N＝(ds)/(xy)……(5)，
wherein, the value range of the explosive mass y of each meter of the explosive is 0.78-1.90 kg/m according to the different diameters of the explosive sticks, and the value range of the unit explosive consumption d is 1.2-2.4 kg/m according to the different lithology3；
Step 1.92, the positions of blast holes are as follows: the cut hole is arranged at the middle lower part of the excavated section, the peripheral holes are distributed on the excavated section along the tunnel profile, the auxiliary holes are arranged on the excavated section between the peripheral holes and the cut hole, and the bottom plate hole is arranged at the bottom of the excavated section;
step 1.93, the types of blast holes are as follows: the cutting hole, the auxiliary hole, the peripheral hole and the bottom plate hole;
step 2: arranging blast holes on the excavated section according to the blast hole type, the blast hole position, the blast hole quantity and the blast hole depth in the blast hole parameters;
and step 3: calculating networking parameters according to the maximum initiation explosive quantity Qmax, the single-hole explosive quantity q and the number N of the blast holes in the blast hole parameters, wherein the networking parameters comprise the number of segments and the maximum number of the single-segment blast holes;
step 3.1, calculating the maximum single-section blast hole number n according to the maximum initiation explosive quantity Qmax and the single-hole explosive quantity q and the following formula (6):
n＝Qmax/q……(6)，
step 3.2, calculating the segmentation quantity w according to the following formula (7) according to the blast hole quantity N and the single-section maximum blast hole quantity N:
w＝N/n……(7)；
and 4, step 4: arranging detonating detonators according to networking parameters, wherein the detonating detonators comprise an in-hole detonating detonator and an out-hole detonating detonator, any two adjacent subsections in the subsections are connected in series through the out-hole detonating detonator, each subsection comprises a plurality of blast holes and a plurality of in-hole detonating detonators, each blast hole in the blast holes is connected with a first end of one in-hole detonating detonator in the plurality of in-hole detonating detonators, and a second end of each in-hole detonating detonator in the plurality of in-hole detonating detonators in each subsection is connected in parallel through one out-hole detonating detonator;
and 5: blasting construction, namely detonating the distributed detonating detonators;
step 6: cleaning a blasting site;
and 7: and (6) repeating the steps 1 to 6 until the tunnel excavation is finished.
Further, the section of the detonating detonator in the hole is larger than the section of the detonating detonator outside the hole.
Furthermore, a protective hole is formed in the excavated section, the protective hole is formed in the excavated section corresponding to a connecting node, in which the second end of each in-hole detonating detonator in the plurality of in-hole detonating detonators included in each section is connected in parallel with the in-hole detonating detonators, and the connecting node is arranged in the protective hole.
Furthermore, a plurality of sections of emulsion explosives are arranged in the blast hole, the first end of the detonating detonator in the hole is reversely inserted into one section of emulsion explosive close to the bottom of the blast hole in the plurality of sections of emulsion explosives, and the mode of installing the plurality of sections of emulsion explosives comprises continuous non-coupling or discontinuous non-coupling.
Furthermore, the front end of the blast hole is provided with stemming.
Furthermore, the front end of the protective hole is provided with stemming.
Furthermore, the blast holes are arranged in a wedge-shaped cut mode.
Compared with the prior art, the method has the following remarkable advantages:
the method comprises the following steps of 1, sequentially blasting the hole external blasting detonators in a mode of serially connecting the hole external blasting detonators in a network and connecting the hole internal blasting detonators and the hole external blasting detonators in parallel, generating a differential blasting time, and sequentially blasting the hole internal blasting detonators in different sections connected with the hole external blasting detonators in parallel, so that the differential blasting is realized, the construction is simple, and the blasting is stable.
2, adopt the differential networking mode of 3 sections and 20 sections combinations, the long advantage of blasting interval time is obvious, and segmentation quantity is the biggest, has improved the cross section area of once blasting, has reduced single cycle fractional blasting frequency, is applicable to most undercut tunnel construction.
3, through setting up the guard aperture, improved the stability of blasting.
4, through set up the stemming in the port department of big gun hole and protection hole, the resistance of big gun hole port when having increased the interior emulsion explosive of big gun hole and exploding, high-pressure gas that forms when preventing the explosion of the interior emulsion explosive of big gun hole spouts out from the big gun hole port to reach ideal blasting effect and realize safe blasting.
Drawings
FIG. 1 is a plan view of an upper stepped hole outer differential networking for controlled blasting of an undercut tunnel according to the present invention;
FIG. 2 is a plan view of the lower step hole heterodyne networking for controlled blasting of an undercut tunnel according to the present invention;
FIG. 3 is a plan view of the extrahole differential networking of the present invention for controlled blasting of an undermined tunnel with single-sided individual blasting of an upper-step cut hole;
FIG. 4 is a plan view of the lower step hole outer differential networking guard holes for controlled blasting of an undercut tunnel according to the present invention;
FIG. 5 is a plan view of the upper stepped hole outer differential networking pilot hole for controlled blasting of a subsurface tunnel according to the present invention;
FIG. 6 is a cross-sectional view of the blast holes of the extrahole differential network for vibration damping blasting of the undercut tunnel according to the present invention;
fig. 7 is a cross-sectional view of a protective hole of the extrahole differential networking construction method for underground excavation of tunnel controlled blasting according to the present invention.
Description of reference numerals:
1-cut hole, 11-primary cut hole, 12-secondary cut hole, 3-auxiliary hole, 4-peripheral hole, 5-bottom plate hole, 6-in-hole detonator, 7-out-of-hole detonator, 8-connecting node, 9-protective hole, 10-blast hole, 13-emulsion explosive and 14-stemming.
Detailed Description
The invention is described in further detail below with reference to the drawings and the detailed description.
As shown in fig. 1 to 7, the method includes:
step 1.1, determining a medium coefficient K and an attenuation coefficient alpha of an excavated section according to lithology, wherein K takes a value of 200, and alpha takes a value of 1.65;
step 1.2, determining the distance R from a charging center to a protected building and the particle vibration speed V according to a protected object, wherein the R takes the value of 50m, and the V takes the value of 5 cm/s;
step 1.3, calculating the maximum single-section priming charge Qmax according to the following Sagnac formula (1):
V＝K(Q1/3/R)α……(1)，
the following single-stage maximum priming charge is calculated from the above formula (1):
Qmax＝R3(V/K)3/α＝1.5kg……(2)，
step 1.4, determining a circular excavation blasting footage H according to the surrounding rock grade of an excavation site, wherein the value of H is 1.5 m;
step 1.5, the blast hole utilization rates m corresponding to different surrounding rock grades are respectively I-II 85%, II-III 90% and III-IV 95%, wherein I, II, III and IV represent the surrounding rock grades, and the blast hole utilization rate m is 90%;
step 1.6, calculating the depth H of the blast hole according to the following formula (3) according to the utilization rate m of the blast hole and the circulating excavation blasting footage H:
h＝m/H＝0.6m……(3)，
step 1.7, acquiring a charge coefficient x, wherein the value of x is 0.45;
step 1.8, calculating the single-hole explosive loading q according to the following formula (4) according to the explosive loading coefficient x and the blast hole depth h:
q＝χ*h＝0.27kg……(4)，
step 1.9, acquiring the number N of blast holes, the positions of the blast holes and the types of the blast holes;
step 1.91, calculating the number N of blast holes according to the following formula (5) according to the unit explosive consumption d, the excavated section area s, the explosive loading coefficient x and the explosive mass y of each meter of cartridge, wherein the value of d is 1.2kg/m3The value of s is 100 square meters, the value of x is 0.45, and the value of y is 1.1 kg/m;
N＝(ds)/(xy)≈242……(5)，
step 1.92, the positions of blast holes are as follows: the cut hole 1 is arranged at the middle lower part of the excavated section, the peripheral holes 4 are distributed on the excavated section along the tunnel profile, the auxiliary holes 3 are arranged on the excavated section between the peripheral holes 4 and the cut hole 1, and the bottom plate holes 5 are arranged at the bottom of the excavated section;
step 1.93, the types of blast holes are as follows: the method comprises the following steps of (1) cutting holes, auxiliary holes, peripheral holes and bottom plate holes, wherein the cutting holes are 1, the auxiliary holes are 3, the peripheral holes are 4 and the bottom plate holes are 5;
step 2, according to blast hole parameters, forming cut holes 1, auxiliary holes 3, peripheral holes 4 and bottom plate holes 5 on an excavated section;
step 3, obtaining networking parameters according to the blast hole parameters, wherein the networking parameters comprise the number of segments and the maximum single-segment blast hole number:
step 3.1, calculating the maximum single-section blast hole number n according to the following formula (6) according to the maximum initiation explosive quantity Qmax and the single-hole explosive quantity q:
n＝Qmax/q≈6……(6)，
step 3.2, calculating the segmentation quantity w according to the following formula (7) according to the blast hole quantity N and the single-section maximum blast hole quantity N:
w＝N/n≈40……(7)；
step 4, blasting networking construction;
step 4.1, designing a detonation sequence: the hole cutting device comprises a cut hole 1, an auxiliary hole 3, a peripheral hole 4 and a bottom plate hole 5 in sequence;
and 4.2, arranging detonating detonators and emulsion explosives 13 based on the detonating sequence, the networking parameters and the single-hole explosive loading quantity: uniformly adopting an off-hole detonating primer 7 with the length less than 5 sections outside each blast hole 10, uniformly adopting an in-hole detonating primer 6 with the length more than 15 sections inside each blast hole 10, sequentially connecting the sections in series by the off-hole detonating primer 7 to form a net, connecting any two adjacent sections in the plurality of sections in series through the off-hole detonating primer 7, wherein each section comprises a plurality of blast holes 10 and a plurality of in-hole detonating primers 6, each blast hole 10 in the plurality of blast holes 10 is connected with a first end of one in-hole detonating primer 6 in the plurality of in-hole detonating primers 6, a second end of each in-hole detonating primer 6 in the plurality of in-hole detonating primers 6 included in each section is connected in parallel through the off-hole detonating primer 7, one end of the off-hole detonating primer 7 is connected with the plurality of in-hole detonating primers 6, the other end of the off-hole detonating primer 7 is connected with the next off-hole detonating primer 7, and only one end of the first off-hole detonating primer 7 is connected with a transient primer to facilitate subsequent blasting operation, the instantaneous detonator detonators detonate the first out-of-hole detonators 7, the first out-of-hole detonators 7 detonate the second out-of-hole detonators 7 and the detonating cables of the plurality of in-hole detonators 6 contained in the first section until the last group of out-of-hole detonators 7 are detonated, and at the moment, the first group of in-hole detonators 6 are detonated;
4.3, using stemming 14 to seal the blast hole 10;
and 7, repeating the steps 1-6 until the tunnel excavation is finished.
Further, referring to fig. 3, the cut holes 1 include primary cut holes 11 and secondary cut holes 12, the secondary cut holes 12 are disposed on both sides of the primary cut holes 11, and when the number of maximum primary blasting holes of the cut holes 1 exceeds the maximum number n of single-stage blasting holes, the secondary cut holes 2 on one side are blasted first, and then the secondary cut holes 2 on the other side are blasted.
Further, the section of the in-hole detonating primer 6 is larger than that of the out-hole detonating primer 7, the section of the in-hole detonating primer 6 is preferably 20, and the section of the out-hole detonating primer 7 is preferably 3.
Further, referring to fig. 5, a protection hole 9 is formed in the excavated cross section, the depth of the protection hole 9 is 15-20 cm, the protection hole 9 is arranged on the excavated cross section corresponding to the connection node 8 of the plurality of in-hole detonating detonators 6 and one out-of-hole detonating detonators 7 included in each section, and the connection node 8 is arranged in the protection hole 9 and used for preventing fragments generated by the explosion of the out-of-hole detonating detonators 7 from cutting off other in-hole detonating detonators 6 which are not detonated or the out-of-hole detonating detonators 7 to cause blasting failure, so that the blasting stability is improved.
Further, referring to fig. 6, a plurality of sections of emulsion explosives 13 are arranged in the blast hole 10, the first end of the detonating detonator 6 in the hole is reversely inserted into one section of emulsion explosives 13 close to the bottom of the blast hole 10 among the plurality of sections of emulsion explosives 13, and the plurality of sections of emulsion explosives 13 are arranged in a mode of continuous or discontinuous non-coupling, so that a gap exists between the emulsion explosives 13 and the inner wall of the blast hole 10, thereby improving the blasting effect.
Further, referring to fig. 6, the front end of the blast hole 10 is provided with stemming 14 to prevent high-pressure gas formed during blasting from being discharged from the muzzle 10, thereby obtaining a desired blasting effect.
Further, referring to fig. 7, the front end of the protective hole 9 is provided with stemming 14 for preventing debris generated by the explosion of the detonating primer 7 outside the hole from flying out of the protective hole 9, thereby improving the blasting stability.
The determination of the relevant coefficients in the blast hole parameters, such as the medium coefficient K, the attenuation coefficient α, the particle vibration velocity V, the cyclic excavation blasting footage H, the blast hole utilization rate m and the like, is determined according to the surrounding rock and the lithology in the tunnel excavation process.
Furthermore, the blast holes 10 are arranged in a wedge-shaped cut mode, so that the blasting effect is improved.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.
Claims (3)
1. An extrahole differential networking construction method for vibration-damping blasting of a subsurface tunnel is characterized by comprising the following steps:
step 1: acquiring blast hole parameters, wherein the blast hole parameters comprise blast hole types, blast hole positions, the number of blast holes, the depth of the blast holes and single-hole explosive loading;
step 1.1, determining a medium coefficient K and an attenuation coefficient alpha of an excavated section according to lithology, wherein the medium coefficient K1-K3 has a value range of 50-150, 150-250, 250-350, and the attenuation coefficient alpha1-α3The value ranges of (1.3-1.5), (1.5-1.8) and (1.8-2.0);
step 1.2, determining the distance R from the charging center to a protected building and the mass point vibration speed V according to the protected object, wherein the range of the distance R from the charging center to the protected building is not less than 25m, and the range of the mass point vibration speed V is 0.1-30 cm/s;
step 1.3, calculating the maximum initiation explosive quantity Qmax of a single section according to the following Sa's formula (1):
V＝K(Q1/3/R)α……(1)，
the following single-stage maximum priming charge is calculated from the above formula (1):
Qmax＝R3(V/K)3/α……(2)，
wherein: r is the distance of the protected building, and K and alpha are the medium coefficient and the attenuation coefficient of the excavated section respectively;
step 1.4, determining a circular excavation blasting footage H according to the grades of surrounding rocks of an excavation site, wherein the grades of the surrounding rocks are divided into grades I, II, III and IV, and the circular excavation blasting footage H1-H4 is 0.75m, 1.50m, 2.25m and 3.0m according to the values of the grades I, II, III and IV of the surrounding rocks in sequence;
step 1.5, determining a blast hole utilization rate m according to the grade of surrounding rock of an excavation site, wherein the blast hole utilization rate m1-m4 is sequentially 85% from I to II, 90% from II to III and 95% from III to IV, wherein I, II, III and IV represent the grade of the surrounding rock;
step 1.6, calculating the depth H of the blast hole according to the following formula (3) according to the utilization rate m of the blast hole and the circulating excavation blasting footage H:
h＝m/H……(3)，
step 1.7, determining a charge coefficient x according to the grade of surrounding rock of an excavation site, wherein the charge coefficient x is1-x4The values of (A) are 0.4, 0.45, 0.50 and 0.60 in sequence;
step 1.8, calculating the single-hole explosive loading q according to the following formula (4) according to the explosive loading coefficient x and the blast hole depth h:
q＝χ*h；……(4)，
step 1.9, acquiring the number N of blast holes, the positions of the blast holes and the types of the blast holes;
step 1.91, calculating the number N of blast holes according to the following formula (5) according to the unit explosive consumption d, the excavated section area s, the explosive loading coefficient x and the explosive mass y of each meter of cartridge:
N＝(ds)/(xy)……(5)，
wherein, the value range of the explosive mass y of each meter of the explosive is 0.78-1.90 kg/m according to the different diameters of the explosive sticks, and the value range of the unit explosive consumption d is 1.2-2.4 kg/m according to the different lithology3；
Step 1.92, the positions of blast holes are as follows: the cut hole is arranged at the middle lower part of the excavated section, the peripheral holes are distributed on the excavated section along the tunnel profile, the auxiliary holes are arranged on the excavated section between the peripheral holes and the cut hole, and the bottom plate hole is arranged at the bottom of the excavated section;
step 1.93, the types of blast holes are as follows: the device comprises cut holes (1), auxiliary holes (3), peripheral holes (4) and bottom plate holes (5);
step 2: arranging blast holes on the excavated section according to the blast hole type, the blast hole position, the blast hole quantity and the blast hole depth in the blast hole parameters;
and step 3: calculating networking parameters according to the maximum initiation explosive quantity Qmax, the single-hole explosive quantity q and the number N of the blast holes in the blast hole parameters, wherein the networking parameters comprise the number of segments and the maximum number of the single-segment blast holes;
step 3.1, calculating the maximum single-section blast hole number n according to the following formula (6) according to the maximum initiation explosive quantity Qmax and the single-hole explosive quantity q:
n＝Qmax/q……(6)，
step 3.2, calculating the segmentation quantity w according to the following formula (7) according to the blast hole quantity N and the single-section maximum blast hole quantity N:
w＝N/n……(7)；
and 4, step 4: and (2) blasting networking construction, wherein the blasting cap is laid according to the networking parameters, the blasting cap comprises an in-hole blasting cap (6) and an out-of-hole blasting cap (7), the section of the in-hole blasting cap (6) is larger than the section of the out-of-hole blasting cap (7), any two adjacent sections in the plurality of sections are connected in series through the out-of-hole blasting cap (7), each section comprises a plurality of blast holes (10) and a plurality of in-hole blasting caps (6), a plurality of sections of emulsion explosives (13) are arranged in the blast holes (10), the first end of the in-hole blasting cap (6) is reversely inserted into one section of emulsion explosive (13) close to the bottom of the blast hole (10) in the plurality of sections of emulsion explosives (13), the plurality of sections of emulsion explosives (13) are arranged in a continuous non-coupling or discontinuous non-coupling manner, the blast holes (10) are arranged in a wedge-shaped groove manner, and each blast hole (10) in the plurality of blast holes (10) is connected with the in-hole blasting caps (6) The first ends of the in-hole detonating detonators (6) are connected, the second end of each in-hole detonating detonator (6) in the plurality of in-hole detonating detonators (6) included in each section is connected in parallel through one out-of-hole detonating detonator (7), a protective hole (9) is arranged on an excavated section, the protective hole (9) is arranged on the excavated section corresponding to a connecting node (8) of the plurality of in-hole detonating detonators (6) and one out-of-hole detonating detonator (7) included in each section, and the connecting node (8) is arranged in the protective hole (9);
and 5: blasting construction;
step 6: cleaning a blasting site;
and 7: and (5) repeating the steps 1 to 6 until the tunnel excavation is finished.
2. The extrahole differential networking construction method for the vibration-damping blasting of the underground excavation tunnel according to claim 1, wherein the front end of the blast hole (10) is provided with stemming (14).
3. The extrahole differential networking construction method for vibration-damping blasting of the underground excavation tunnel according to claim 1, wherein: and stemming (14) is arranged at the front end of the protective hole (9).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910641903.0A CN110455137B (en) | 2019-07-16 | 2019-07-16 | Extrahole differential networking construction method for vibration reduction blasting of underground excavation tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910641903.0A CN110455137B (en) | 2019-07-16 | 2019-07-16 | Extrahole differential networking construction method for vibration reduction blasting of underground excavation tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110455137A CN110455137A (en) | 2019-11-15 |
| CN110455137B true CN110455137B (en) | 2022-05-24 |
Family
ID=68481255
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910641903.0A Active CN110455137B (en) | 2019-07-16 | 2019-07-16 | Extrahole differential networking construction method for vibration reduction blasting of underground excavation tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110455137B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114322686A (en) * | 2021-12-31 | 2022-04-12 | 北京住总集团有限责任公司 | Detonating network structure and control method for safety blasting of underground excavation tunnel |
| CN114593651B (en) * | 2022-03-23 | 2024-02-09 | 中国水利水电第七工程局有限公司 | Smooth blasting construction method for gas tunnel |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202255133U (en) * | 2011-09-28 | 2012-05-30 | 内蒙古生力中伟***集团有限公司 | Short-delay blasting oblique blasting circuit |
| CN102494571A (en) * | 2011-12-11 | 2012-06-13 | 中建八局大连建设工程有限公司 | Construction method for damped blasting of tunnels |
| CN205482637U (en) * | 2016-03-08 | 2016-08-17 | 武汉***有限公司 | Nonel detonator blasting circuit coupling device |
| CN207797896U (en) * | 2018-01-10 | 2018-08-31 | 广东锡源***科技股份有限公司 | A kind of high reliability blasting network connection structure of simplicity |
| CN109238055A (en) * | 2018-11-06 | 2019-01-18 | 首钢集团有限公司 | A kind of medium-length hole segment blast method and device |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US10801818B2 (en) * | 2013-04-26 | 2020-10-13 | Dana Raymond Allen | Method and device for micro blasting with reusable blasting rods and electrically ignited cartridges |
-
2019
- 2019-07-16 CN CN201910641903.0A patent/CN110455137B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202255133U (en) * | 2011-09-28 | 2012-05-30 | 内蒙古生力中伟***集团有限公司 | Short-delay blasting oblique blasting circuit |
| CN102494571A (en) * | 2011-12-11 | 2012-06-13 | 中建八局大连建设工程有限公司 | Construction method for damped blasting of tunnels |
| CN205482637U (en) * | 2016-03-08 | 2016-08-17 | 武汉***有限公司 | Nonel detonator blasting circuit coupling device |
| CN207797896U (en) * | 2018-01-10 | 2018-08-31 | 广东锡源***科技股份有限公司 | A kind of high reliability blasting network connection structure of simplicity |
| CN109238055A (en) * | 2018-11-06 | 2019-01-18 | 首钢集团有限公司 | A kind of medium-length hole segment blast method and device |
Non-Patent Citations (1)
| Title |
|---|
| 摩寺迪隧道水平围岩光面***施工技术;孙明传;《山西建筑》;20160930;第42卷(第25期);第175-176页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110455137A (en) | 2019-11-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102878876B (en) | Mine roadway advancing and undermining method and main blasting parameters | |
| CN109115061B (en) | Detonation control method for reducing blasting vibration | |
| CN102808622B (en) | Method for recovering ore pillar by medium-length hole and deep hole combined blasting technology | |
| CN108225137A (en) | Rock roadway in coal mine tunnels cumulative smooth Hydraulic Blasting structure and method | |
| CN109029168B (en) | Blasting treatment method for underground suspended roof | |
| CN110455137B (en) | Extrahole differential networking construction method for vibration reduction blasting of underground excavation tunnel | |
| CN111397451B (en) | Strip mine high-step large-aperture buffer blasting method | |
| CN109724484A (en) | A kind of the undercut blast hole arragement construction and well completion method of blind courtyard simultaneous shaft sin king | |
| CN104482816B (en) | A kind of vertical periphery segment algorithm gradient presplit blasting method and device | |
| CN108132006A (en) | Anti-clogging quick well formation undercut blast hole arrangement and its blasting method | |
| CN104596375A (en) | Fully mechanized excavation construction method for rock roadway | |
| CN112066830A (en) | Method for constructing sandy slate tunnel | |
| CN106895751A (en) | A kind of medium-length hole blasting calculating method | |
| CN112815794B (en) | Frozen soil layer blasting method | |
| CN102967191A (en) | Blasting method for treatment of gob | |
| CN114166082B (en) | Tunnel advanced drilling hole combination accurate control blasting structure and construction process | |
| CN109506530A (en) | A kind of opencut 24m High-bench blasting expands side structure and its side method is expanded in explosion | |
| CN109870084B (en) | VCR mining method hole-sweeping-free blasting charge structure and construction method thereof | |
| CN104895574A (en) | Construction method for controlling large cross section tunnel blasting vibration velocity | |
| CN113720226A (en) | Small-section upward blind raise one-shot blasting well-forming blast hole arrangement structure and method | |
| CN108132005A (en) | A kind of method of short-delay blasting in medium-length hole upward hole | |
| CN111998742A (en) | Construction method for forming deep well through one-time blasting | |
| CN109974545B (en) | Medium-length hole blasting suspended roof processing method in sublevel caving method | |
| CN108413822B (en) | Upward fan-shaped medium-length hole damping blasting method | |
| CN112880501B (en) | Flight-limited hole drilling and blasting method for controlling tunnel blasting flyrock |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |